HomeMy WebLinkAboutER ReportColleen Wirth
From:
Sent:
To:
Subject:
Attachments:
Colleen Wirth
Thursday, February 13,2025 B:30 AM
Colleen Wirth
FW: Premier SIPS
SIPS Premier- ESR-4524.pdf; SIPS Premier Details.pdf
From: Joh n Pla no <jplano@ga rfield-county.com>
Sent: Thursday, February 13,2025 8:03 AM
To: Colleen Wirth <cwirth@garfield-county.com>; Matt Provost <mprovost@garfield-county.com>; John Hendricks
<jhe nd ricks@ga rfie ld-cou nty.com>
Subject: Premier SIPS
Fotks,
Col.teen is reviewing a Premier SIP house. There are some specifics regarding the instal,l,ation
The ER Report section 4.2.11.3.3 requires (2) tayers on each side for a one-hour assembl'y. My
interpretation is that they need (2) [ayers for the garage separation.
I incl,uded the detait book, so you guys can get famitiar or re-famitiarize yoursetf when doing inspections.
Cotteen, maybe justffiapte the ER Report to the plans for reference.
John Ptano
Chief Buitd ing Officiat
Garfietd Cou nty Buitding Department
108 8th Street #401
Gtenwood Springs, CO 81601
(970) 945-1 377 Ext. 1 560
$
\
s
.\t
\
1
trillws*-
ffi
--rS.
www.icc-es.ors | (800) 423-6587 | (562) 699-0543 A Subsidiary of the lnternational Code Councila
ICG-ES Evaluation Report
ESR-4524
DIVISION: 06 00 O0-WOOD, PLASTICS AND
COMPOSITES
Section: 06 12 O0-Structural Panels
REPORT HOLDER:
PREMIER BUILDING SYSTEMS, LLC
EVALUATION SUBJECT:
PREMIER STRUCTURAL INSULATED PANELS (SIPS)
ADDITIONAL LISTEES
BIG SKY INSULATION, INC.
EXTREME PANEL TECHNOLOGIES
1.0 EVALUATION SCOPE
Compliance with the following codes:
| 2024,2021 and 2018 tnternational Building Code@ (lBC)
| 2024, 2021 and 2018 tnternational Residential Code@
(rRc)
For evaluation for compliance with codes adopted by the
Los Angeles Department of Building and Safety (LADBS),
see ESR-4524 Citv of LA Supplement.
For evaluation for compliance with codes adopted by the
State of California see ESR-4524 CA Supplement w/
Exterior Wildfire Exposure.
Premier SIP use in Fire Hazard Severity Zone is addressed
in ESR-4524 IWUIC Supplement.
Properties evaluated:
r Structural
r Fire resistance
r Thermal Barrier
2.0 usEs
Premier Structural lnsulated Panels (Premier SlPs) are
structural insulated roof, wall and floor panels capable of
resisting transverse, axial and in-plane shear loads. The
Premier SlPs are combustible materials when considering
construction type in accordance with IBC Chapter 6. The
SlPs may be used in fire-rated assemblies when installed in
accordance with Section 4.2.11.
Rer.ssued February 2023
Revised January 2025
This repoft is subject to renewal February 2025.
3.0 DESCRIPTION
3.1 General:
Premier SlPs are factory-assembled, engineered-wood-
faced, structural insulated panels (SlP) with an expanded
polystyrene (EPS) foam core. Premier SlPs are intended for
use as load-bearing or non-load bearing wall panels, roof
panels, floor panels and headers. Premier SlPs are
available in 41lz-inch (114 mm) through 1211q-inch (311 mm)
thicknesses. Premier SlPs are custom made to the
specifications for each use and are assembled under
factory-controlled conditions. The maximum Premier SlPs
size is 8 feet (2.44 m) wide and up to 24 feet (7.32 m) in
length.
3.2 Materials:
3.2.1 Facing: The facing material is eithe//ro, 518,23132
or %-inch-thick, Exposure 1 oriented strand board (OSB)
with a24116 span rating and complying with DOC PS2. The
OSB facings are continuous for each SlP.
3.2.2 Expanded Polystyrene (EPS) Core: The EPS foam
plastic core complies with ASTM C578, Type l. The EPS
foam plastic has a flame spread rating not exceeding 25 and
a smoke-developed rating not exceeding 450 when tested
in accordance with ASTM E84. The EPS cores for SlPs up
lo 1211+inch (3'l 1 mm) thickness, comply with IBC Section
2603.3 Exception 4.
3.2.3 Adhesive: Facing materials are adhered to the core
material using a structural adhesive. The adhesive is
applied during the lamination process in accordance with
the in-plant quality system documentation.
3.2.4 Material Sources: The facing, core, adhesive, and
accessories used in the construction of Premier SlPs shall
be composed only of materials from approved sources as
identified in the in-plant quality system documentation.
3.2.5 Splines: Premier SlPs are interconnected with
Bor/Block splines, l-Beam splines (Type l) or Lumber
splines (Type L).
3.2.5.1 Box/Block Splines: Box/Block splines (Figure 1)
are manufactured in the same manner as the Premier SlPs
exceptwith an overall thickness that is 1 inch (25.4 mm) less
than the overall thickness of the panel to be joined.
Box/Block splines are a minimum of 3 inches (76.2mm)
wide.
ICC-ES Evalwtion Reports are not lo be construed as tepresenling aesthetics or any other attributes not specifcally qddressed, nor qre they to bre :":;,#.":, Ns _SiF,-asanendorsementofihesubiectofthereportorarecommendationforitsuse.Thereisnov,arrantybylCCEvalualionSeruice, I'LC,expressorimptied,as liEI fEFltoanyfndingorothermatterinthisrepott,orastoanyproductcoveredbythereport. fii.'id3l! #
Copyright @ 2025 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 19
ESR-4624 I Moat Widcly Acccptcd and Trusted Page 2 of 19
3.2.5.2|-Beam Spiine: I-Beam Splines (Figure 1) consist of
pre-fabricated wood l-joists consisting of top and bottom
chords held together by a structural web member. Only
Premier approved l-Beam splines may be used with Premier
SlPs.
3.2.5.3 Lumber Splines: Lumber splines consist of one
or more plies of dimensional lumber. Equivalent engineered
wood material may be used when jrrstified hy a registered
desrgn protessional.
3.2.6 Accesrories
3.2.6.1 Premier SlPs Screws: Premier SIP Screws are
used to fasten Premier SlPs to underlying structural
supports and SIP to SIP intersections as shown in the
manufacturer's details. The minimum shank diameter is
0.166 inch (4.7 mm) and a minimum head diameter of
0.620 inch (15.5 mm). Screws are available in lengths from
6 to 18 inches (152.4 to 457.2 mm) measured from the tip.
The thread length for all screws is 2 % inches (70 mm)
measured from the tip.
3.2.6.2 Premier SlPs Low VOC Sealant: Premier Slps
Low VOC Sealant is specified as a sealant during
installation of Premier SlPs. Premier SlPs Low VOC
Sealant is applied to splines, plates and SIP to Slp
intersections as shown in the manufacturer's details.
3.2.6.3 Premier SlPs Tape: Premier SlPs Tape is specified
as a joint sealing tape during installation of Premier Slps.
Premier SlPs Tape is applied to joints, termination
boundaries and SIP to SIP spline connections as shown in
the manufacturer's details.
4.0 DESIGN AND INSTALLATION
4.1 Design:
4.',.1 General: The scope of this report is limited to the
evaluation of Premier SlPs. Panel connections and other
details related to incorporation of the panel into the overall
structural system of a building are outside the scope of this
report.
4.1.2 Design Approval: Where required by the authority
having jurisdiction, structures using Premier SlPs shall be
designed by a registered design professional. Construction
documents, including engineering calculations and
drawings providing floor plans, window details, door details,
and connector details, shall be submitted to the code official
when application is made for a permit. The individual
preparing such documents shall possess the necessary
qualifications as required by the applicable code and the
professional registration laws of the state where the
construction is undertaken. Approved construction
documents shall be available at all times on the jobsite
during installation.
4.1.3 Design Loads: Design loads to be resisted by the
Premier SlPs shall be as required under the applicable
building code. Loads on the Premier SlPs shall not exceed
the loads noted in this report.
4.1.4 Allowable Loads: Allowable axial, traneveroo, and
in-plane shear loads shall be selected from Tables 1 through
10. Calculations demonstrating that the loads applied are
less than the allowable loads described in this report shall
be submitted to the code official for approval. For loading
conditions not specifically addressed herein, structural
members designed in accordance with accepted
engineering practice shall be provided to meet applicable
code requirements.
4.1.5 Concentrated Load: Axial loads shall be applied to
the Premier SlPs through continuous members such as
structural insulated roof or floor panels or repetitive
members spaced at regular intervals of 24 inches (610 mnr)
on center or less. Such members shall be fastened to a rim
board, cap plate or similar member to distribute the load to
the Premier SlPs. Where a rim board, cap plate or similar
member is not provided, the reaction at the end of each
member shall not exceed the concentrated loads provided
in Tables 5 through 7.
4.1.5 Eccentric and Side Loads: Axial loads shall be
applied concentrically to the top of the Premier SlPs. Loads
shall not lre applied eccentrically or through framing
attached to one side of the panel (such as balloon framing)
except whcre additional engineering rlrrr:rrrrrerrtartir.rrr is
provided.
4.1.7 Openings: Except as provided in Tables 8 and 9,
openings in panels shall be reinforced with wood or steel
designed in accordance with accepted engineering practice
to resist all loads applied to the opening as required by the
applicable code. Details for door and window openings shall
be provided to clarify the manner of supporting axial,
transverse and/or in-plane shear loads at openings. Such
details shall be shown on approved design documents and
subject to approval by the local authority having jurisdiction.
4.1.8 ln-Plane Shear Design: Shear walls utilizing
boVblock or lumber splines shall be sized to resist all code
required wind and seismic loads without exceeding the
allowable loads provided in Table 10. Shear wall chords,
hold-downs and connections to transfer shear forces
between the wall and surrounding structure shall be
designed in accordance with accepted engineering practice.
The allowable loads provided in Table 10 as published, are
limited to assemblies with height-to-width ratios not
exceeding those published in Footnote 'l of Table 10. The
allowable loads for shear walls with height: width ratios
exceeding 2:1 using dimensional lumber splines must be
adjusted in accordance with Footnote 5 of Table 10.
4.1.8.1 Seismic Design Gategories A, B and C: The
shear wall configurations in Table 10 were monotonically
tested to determine performance. These shearwalls are
limited to structures in Seismic Design Categories A, B
and C.
4.1.8.2 Seismic Design Categories A through F: The
shear wall configurations in Table 11 were tested cyclically
in shear with a combined vertical load. These sheanrvalls
may be used in structures in Seismic Design Categories A
through F.
4.'t.9 Horizontal Diaphragms: Horizontal diaphragms
utilizing box/block splines shall be sized to resist all code
required wind and seismic loads without exceeding the
allowable loads provided in Table 12. Diaphragm chords
and connections to transfer shear forces between the
diaphragm and surrounding structure shall be designed in
accordance with accepted engineering practice. The
maximum diaphragm length-to-width ratio shall not exceed
those specified in Table 12.
4.1.10Gombined Loads: When loading conditions result
in the panels resisting combined stresses, the sum of the
ratios of actual load over allowable load nrusl Lre less
than 1.0.
4.1.11 SIP Protection:
4.1.11.1 Thermal Barrier at Wall, Roof and Floor:
Premier SlPs must be separated from the interior of the
building by an approved thermal barrier of lz-inch (12.7 mm)
gypsum wallboard or equivalent thermal barrier complying
with and installed in accordance with IBC Section 2603.4 or
IRC Section R316.4 as applicable.
When used as the thermal barrier, gypsum wallboard must
be fastened to the face of the panels with minimum
11l+-inch-long (31.7 mm), No. 6, Type W drywall screws
spaced in accordance with ASTM C840 for use under the
EsR4524 | Most Widelv Accented and Trusted Paqe 3 of 19
IBC or Table R702.3.5 of the lRC, using 16-inch-on-center
(406.4 mm) framing spacing guidelines.
4.1.1'l .2 Thermal Barrier at Floor Surface: An approved
thermal barrier must be installed over the top surface of the
floor panels, such as minimum 7/ro-inch-thick (76 mm) wood-
based structural use sheathing installed in accordance with
the applicable code.
4.2 lnstallation:
4.2.1 General: Premier SlPs shall be fabricated, identified
and installed in accordance with this report, the approved
construction documents and the applicable code. ln the
event of a conflict between the manufacturer's published
installation instructions and this report, this report shall
govern. Approved construction documents shall be
available at all times on the jobsite during installation.
4.2.2 Splines: Premier SlPs are interconnected at the
panel edges through the use of a spline. The spline type
may be of any configuration listed in Section 3.2.5 as
required by the specific design. The spline shall be, secured
in place with not less than 0.113-inch x 2.375-inch (2.9 mm
x 63.5 mm) smooth shank nails, [0.275 inch (7 mm) head
diameterl, 6 inches (152 mm) on center on both sides of the
Premier SlPs or an approved equivalent fastener. All joints
shall be sealed in accordance with the Premier SlPs
manufacturer's installation instructions. Alternate spline
connections may be required for Premier SlPs subjected to
in-plane shear forces. Such Premier SlPs shall be
interconnected exactly as required in Table 10, Table 1 I or
Table 12 or as directed by the designer.
4.2.3 Plates: The top and bottom plates of the panels shall
be dimensional lumber or engineered wood sized to match
the core thickness ofthe panel. The plates shall be secured
using not less than 0.113-inch x 2.375-inch (2.9 mm x
63.5 mm) nails, [0.275-inch (7 mm) head diameter], spaced
6 inches (152 mm) on center on both sides of the panel or
an approved equivalent fastener. Alternate plate
connections may be required for panels subjected to
in-plane shear forces and shall be interconnected as
required in Table 10, 11 or Table 12 or as directed by the
designer.
4.2.4 Cutting and Notching: No field cutting or routing of
the panels shall be permitted except as shown on approved
drawings.
4.2.5 Protection from Decay: Premier SlPs that rest on
exterior foundation walls shall not be located within 8 inches
(203 mm) of exposed earth. Premier SlPs supported by
concrete or masonry that is in direct contact with earth shall
be protected from the concrete or masonry by a moisture
barrier.
4.2.6 Protection from Termites: ln areas subject to
damage from termites, Premier SlPs shall be protected from
termites using an approved method. Premier SlPs shall not
be installed below grade or in contact with earth.
4.2.7 Heat-producing Fixtures: Heat-producing fixtures
shall not be installed in the Premier SlPs unless protected
by a method approved by the code official or documented in
test reports. This limitation shall not be interpreted to prohibit
heat-producing elements with suitable protection.
4.2.8 Plumbing Installation Restrictions: Plumbing and
waste lines may extend at right angles through the wall
panels but are not permitted vertically within the core. Lines
shall not interrupt splines or panel plates unless approved
by a registered design professional.
4.2.9 Voids and Holes:
4.2.9.1 Voids in Gore: ln lieu of openings designed in
accordance with Section 4.1.7, the following voids are
permitted. Voids may be provided in the panel core during
fabrication at predetermined locations only. Voids parallel to
the panel span shall be limited to a single 11lz-inch
(38.1 mm) maximum diameter hole. Such voids shall be
spaced a minimum of 4 feet (1 .22 m) on center, measured
perpendicular to the panel span. Two 1/z-inch-diameter
(12.7 mm) holes may be substituted for the single 11lz-inch-
diameter (38.'l mm) hole provided they are maintained
parallel and within 2 inches (50.8 mm) of each other. Voids
perpendicular to the panel span shall be limited to a single
11lz-inch-maximum-diameter (38.1 mm) hole placed not
closer than 16 inches (406 mm) from the support. Additional
voids in the same direction shall be spaced not less than
28 inches (711.2mm) on center.
4.2.9.2 Holes in Panels: Holes may be placed in Premier
SlPs during fabrication at predetermined locations only.
Except as noted herein, holes shall be limited to 4-inches x
4-inches (102 mm x 102 mm) square. The minimum
distance between holes shall not be less than 4 feet
(1 .22 m) on center measured perpendicular to the panel
span and 24 inches (610 mm) on center measured parallel
to the panel span. Not more than three holes shall be
provided in a single line of holes parallel to the panel span.
The holes may intersect voids permitted elsewhere in this
report.
\Men Premier SlPs with a 101/a-inch (260 mm) or
1211A-inch (311 mm) thickness are used horizontally, holes
shall be limited to a maximum 8-inch (203 mm) diameter.
The minimum distance between holes shall not be less than
4 feet (1.22 m) on center measured perpendicular to the
panel span and 4 feet (1.22 m) on center measured parallel
to the panel span. The minimum distance from the edge of
any hole to the support of any Premier SlPs shall not be less
lhan 24 inches (610 mm) and the minimum distance from
the edge of any hole to any edge of an individual Premier
SlPs shall not be less than 19 inches (483 mm). When more
than three holes are present in a single line parallel to the
panel span, the allowable loads in Tables 1 through 3 shall
be reduced by 25 percent.
4.2.10 PanelGladding:
4.2.10.1 Roof Govering: The roof covering, underlayment
and flashing shall comply with the applicable codes. All
roofing materials must be installed in accordance with the
manufacturer's installation instructions. The use of roof
coverings requiring the application of heat during installation
shall be reviewed and approved by a registered design
professional.
4.2.10.2 Exterior Wall Covering: Panels shall be covered
on the exterior by a water-resistive barrier as required by the
applicable code. The water-resistive barrier shall be
attached with flashing in such a manner as to provide a
continuous water-resistive barrier behind the exterior wall
veneer. The exterior facing of the Premier SlPs wall shall be
covered with weather protection as required by the
applicable building code or other approved materials.
4.2.1 1 Fire-resistance-rated Assemblies:
4.2.11.1 Fire-resistance-rated, limited load-bearing,
restrained and unrestrained, floor and ceiling assembly
using Premier SlPs with Box/Block Splines (Type S) -
t hour (Figure 5).
4.2.11.1.1(ltem No. 1) Structural lnsulated Panels:
Premier SlPs with minimum thickness of 81/a inches
(2'10 mm). Panels shall bear the ICC-ES Evaluation Report
number. Maximum uniform transverse load shall not exceed
77 percent of the allowable load in Table 1.
4.2.11.1.2(ltem No. 2) Gypsum Board: For ceiling
(exposed side), U.S. Gypsum, Firecode (Type X) s/a-inch-
ESR4624 | moet Widclv A and Trusted Pase 4 of 19
thict( (15.9 mm), 4-foot-wide (1.22 m) by 1O-foot-long
(3.05 m), applied in two layers. lnner layer installed with
gypsum long dimension parallel to Premier SlPs spline and
offset a minimum of 24 inches (610 mm) from the Premier
SlPs spline joints. Gypsum joints perpendicular to Premier
SlPs spline shall be staggered in adjacent panels not less
than 7 feet (2.1 m).lnner layer shall be secured to the OSB
with No. 6 x 11la-inch (31.8 mm), Type S, bugle head drywalt
screws spaced 12 inches (305 mnr) on center and irr rows
24 inches (610 mm) on center, Second layer installed at
right angles to inner layer wth all joints offset not less than
24 inches (610 mm) from the inner layer. Second layer
secured with No. 7 x 2-inch (50,8 mm), Type S, bugle head
drywall screws spaced 12 inches (305 mm) on center and in
rows spaced 16 inches (406 mm) on center. Gypsum board
joints in the second layer shall be covered with paper joint
tape and joint compound. Screw heads shall be covered
with joint compound.
4.2.1 1.1.3 (ltem No. 3) Box/Block Sptine: M inimum 3-inch
(76.2 mm) Bor/Block spline placed in preformed spline
pockets at the edge of the SlP. Spline secured with not less
than 0.113 inch diameter (2.87 mm)x 2 3/a inch (60 mm)
long nailsspaced 6 inches (152 mm) on center on each side
of Premier SlPs joint.
4.2.1 1.2 Fire-resistance-rated, lim ited load-bearin g wal I
assembly using Premier SlPs with Lumber Splines
(Type L) - t hour (Figure 6):
4.2.11.2.1(ltem No. 1) Structural lnsulated Panels:
Premier SlPs with minimum thickness of 61/z inches
(165 mm). Panels shall bear the ICC-ES Evaluation Report
number. Maximum axial compression load shall not exceed
37 percent of the allowable axial load in Table 6.
4.2.11.2.2(ltem No. 2) cypsum Board: Standard
Gypsum's Type SG-C, TE generation 3 (Type C) s/a-inch-
thick (15.9 mm), 4-foot-wide (1.22 m) by '1O-foot-tong
(3.05 m), applied vertically in a single layer on both sides of
the Premier SlPs. Vertical gypsum joints offset a minimum
of 12 inches (305 mm) from Premier SlPs spline joints.
Gypsum secured to the OSB with '1sle-inch-long (41.3 mm)
PC cupped head drywall nails spaced 12 inches (305 mm)
on center vertically and 16 inches (406 mm) on center
horizontally. Gypsum board joints are covered with paper
joint tape and joint compound. Nail heads are covered with
joint compound.
4.2.11.2.3 (ltem No. 3) Spline: Double 2xO #2 Hem-Fir
dimensional lumber. Double lumber members shall be
nailed together with 0.148-inch x 31/a-inch (3.76 mm x
82.6 mm) coated sinker nails ('l6d) spaced 24 inches
(610 mm) on center staggered along the spline length. The
double lumber spline shall be installed in the recesses
between adjacent Premier SlPs and secured to the OSB
with not less than 0.122-inch x 2-inch (3.1 mm x 50.8 mm)
(6d common) nails spaced 6 inches (152 mm) on center.
Caulk complying with ASTM C834 shall be apptied to the
spline surfaces in contact with the EPS.
4.2.11.2.4(item No. 4) Wall Top Plate: Doubte 2xG #2
Hem-Fir dimensional lumber. The first plate shall be
installed in a 3-inch-deep (76.2 mm) recess at the top of the
Premier SlPs and secured to the OSB facings with
0.122-inch x 2-inch (3.1 mm x 50.8 mm) (6d common) nails
spaced 6 inches (152 mm) on center. The first plate shall
also be secured to each spline with two 0.148-inch x
31L-inch (3.76 mm x 82.6 mm) ('16d common) nails. The
second plate shall be placed above the first plate and
secured to the OSB facings with 0.122-inch x 2-inch
(3.1 mm x 50.8 mm) (6d common) nails spaced 6 inches
(152 mm) on center. The second plate shall also be secured
to the first plate with 0.148-inch x 31/a-inch (3.76 mm x
82.6 mm) coated sinker nails (16d) spaced 16 inches
(406 mm) on center staggered along the plate length. Caulk
complying with ASTM C834 shall be applled to the plate
surfaces in contact with the EPS.
4.2.11.2.5(ltem No.S) Wall Bottom Plate: Single 2x6
No. 2 Hem-Fir dimensional lumber. The plate shall be
installed in a 11lz-inch-deep (38.1 mm) recess at the bottom
of the panel and secured to the OSB facings with
0,122-inch x 2-inch (3,1 mm x 50.0 mm) (0rJ contnrur) nails
spaced 6 inches (152 mm) on center. The plate shall also
be seourcd to cach splrnc with two 0.148-inch x 3'r/,r-inch
(3.76 mm x 82.6 mm) (16d common) nails. Caulk complying
with ASTM C834 shall be applied to the plate surfaces in
contact with the EPS.
4.2.11.3 One-hour Limited Load-bearing Wall
Assembly Using Premier SlPs with Box/Block Splines
(Type S) - t hour (Figure 7):
4.2.11.3.1 (ltem No. 1) Structural lnsulated Panels:
Premier SlPs with thicknesses of 4 %, 6 Y., or 8 % inches
(114, 165, or 21 0 mm) are used to construct a one-hour fire
resistance rated wall assembly. The SIP core is recessed
1lzinches (38mm) from the bottom sip edge and lTzinches
(38 mm) from the top SIP edge. The recesses receive
nominally 2-by lumber bottom and top plates with a depth
to match the core thickness.
4.2.11.3.2 (ltem No. 2) Splines: The SIP core is recessed
on the vertical sides to receive Box/Block Splines in
accordance with Section 3.2.5.1 of this report. A /, inch
(13mm) diameter bead of Premier Low VOC Sealant is
applied at all foam to foam and foam to wood interface per
the manufacturer's details. The splines must be connected
to the SlPs by fastening through the SIP OSB facing with
not less than 0.113 inch diameter (2.87 mm) x 2 3/a inch
(60 mm) long nails spaced 6 inches (152 mm) on center.
4.2.11.3.3 (ltem No. 3) Gypsum Board: The SlPs must be
covered with two layers of 5/e inch thick (15.9 mm) Type X
gypsum wallboard, complying with ASTM C1396, on each
side. Where the panels are exposed to the exterior, the
exterior layers of gypsum boards must be 5/8-inch-thick
(15.9 mm), Type X gypsum sheathing complying with
ASTM C1396. The verticaljoints of the first layer of gypsum
board must be offset a minimum of 16 inches (406 mm)
from the spline joint. The first layer of gypsum board must
be fastened to the panel facing with 15/a inch long
(41 .28 mm), Type W, self-piercing tapping screws
complying with ASTM C1002, spaced 24 inches (610 mm)
on center vertically and 16 inches (406 mm) on center
horizontally. The second layer of gypsum board must be
installed with 2 inch long (50.8 mm), Type W, self-piercing
tapping screws complying with ASTM C1002, spaced
12 inches (305 mm) on center vertically, in rows offset
12 inches (305 mm) from screws securing the first layer of
gypsum board, and 16 inches (406 mm) on center
horizontally, in rows offset 8 inches (203 mm) from screws
securing the first layer of gypsum board. The vertical joints
in the second layer of gypsum board must be offset a
minimum of 16 inches (406 mm) from vertical joints of the
first layer of gypsum board.
Exposed gypsum board joints must be covered with joint
tape and joint compound and the exposed screw heads
covered with joint compound in accordance with ASTM
c840.
4.2.11.3.4 (item No.4) Wall Top Plate: The walltop plate
consists of nominal 2-by spruce-pine-fir No. 2 or better
lumber with a depth to rnatch the core thickness. The plate
is connected to the SlPs by fastening through the SIP OSB
facing with 8d box nails spaced 6 inches (152 mm) on
center, on each side of the SlP.
ESR4524 I Most Widelv Accepted and Trusted Paoe 5 of 19
4.2.11.3.5 (ltem No.S) Wall Bottom Plate: The wall
bottom plate consists of nominal 2-by spruce-pine-fir No. 2
or better lumber with a depth to match the core thickness.
The plate is connected to the SlPs by fastening through the
SIP OSB facing with 8d box nails spaced 6 inches (152 mm)
on center, on each side of the SlP.
4.2.11.3.6 This fire-resistance-rated wall assembly is
limited to the heights shown in Table S.The maximum
superimposed allowable axial compression load shall be no
greater than the lesser of 1800 plf (26 kN/m) or 39% of the
loads in Table 5.
5.0 CONDITIONS OF USE
Premier SlPs as described in this report comply with the
codes listed in Section 1.0 of this report, subject to the
following conditions:
5.1 lnstallation complies with this report and the approved
construction documents.
5.2 This report applies only to the panel thicknesses
specifi cally listed herein.
5.3 ln use panel heights/spans shall not exceed the values
listed herein. Extrapolation beyond the values listed
herein is not permitted.
5.4 The panels are produced in the production facilities in
Puyallup, Washington, Belgrade, Montana, and
Cottonwood, Minnesota under a quality control
program with inspections by ICC-ES.
6.0 EVIDENCE SUBMITTED
6.1 Data in accordance with ICC-ES AC04 Acceptance
Criteria for Sandwich Panels Approved June 2019
(editorially revised December 2020).
6.2 Reports of tests conducted in accordance with
ASTM E119.
6.3 Reports of tests conducted in accordance with
ASTM E455.
ffiffiffi
Box/Block Spline (Type S)Wffirm
Engineered l-Beam Spline (TyPe l)WW
6.4 Reports of test conducted in accordance with
NFPA 286.
7.0 IDENTIFICATION
7.1 Premier SlPs are identified with the following
information:
7.1.1 fhe ICC-ES Evaluation Report number (ESR-4524)
7.1 .2 ln-plant quality assurance stamp
7.1.3 Company name (Premier Building Systems, LLC), or
name of listees (Big Sky lnsulations, lnc., or Extreme
Panel Technologies)
7.1.4 Project or batch number
7.2 Premier SlPs Low VOC Sealant is labeled with the
words "for use with Premier SlPs (ESR-452a)."
7.3 Premier SlPs Screws are labeled with the words "for
use with Premier SlPs (ESR-4524)."
7.4 Premier SlPs Tape is labeled with the words "for use
with Premier SlPs (ESR-4524)."
7.5 l-beam splines are labeled with the words "for use with
Premier Sl Ps (ESR-4524)."
7.6 The report holder's contact information is the following:
PREMIER BUILDING SYSTEMS, LLC
18504 CANYON ROAD EAST
PUYALLUP, WASHINGTON 98375
7.7 The Additional Listees' contact information is the
following:
BIG SKY INSULATION, INC.
15 ARDEN DRIVE
BELGRADE, MONTANA 59714
EXTREME PANEL TECHNOLOGIES
475 EAST 4TH STREET NORTH
COTTONWOOD, MINNESOTA 56229
wfi w
Dimensional Lumber Spline (Type L)WW
FIGURE 1-PREMIER SIP SPLINE fiPES
ESR-4524 | Most Widetv and Trusted Page 6 of 19
w
FIGURE 2_ZERO BEARING SUPPORT
TABLE 1-MAXIMUM ALLOWABLE UNIFORM TRANSVERSE LOAD, ROOF/FLOOR (psf) - TYPE S SPLINEl,3
For Sl: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 'l psf = 0.0479 kpa.
1 Table values assume a simply supported panel with 11/z-inches (38.1 mm) of continuous bearing on facing at supports. permanent
loads, such as dead load, shall not exceed 0.50 times the tabulated load. Values do not include the dead weight ofthe panel.
2 Defleclion limit shall be selected by building designer based on the serviceability requirements of the structuie and the requirements of
Spplicable building code. Values are based on loads of short duration only and do not consider lhe effects of creep.
3 Table values for 8-foot (2.44 m) spans apply to panels constructed with ihe OSB strength axis oriented either parallel or perpendicular
to span direclion. Table values for other spans are based on the OSB strength axis oriented parallel to the span direction.aPanelsspanning 4fee|(1 .22m)shall beaminimumof 8-foot (2.44m)longspanningtwo4-foot(1 .22m)spans.s Panel thicknesses are based on overall (outside of facing to outside of fa;inir) with;7/16 inch OSB. \Men thickerfacings are used,
the core remains the same thickness and the overall panel thicknesses increase.
R
PANEL
THICKNESS5
(inches)
DEFLECTION
LIMIT,
PANEL SPAN (feet)
44 I 10 12 14 16 18 20 22 24
4.5
L/360 100 32 23 18 14 11
u240 143 48 35 27 21 16
L/1 80 143 63 47 36 28 22
6.5
L/360 '105 51 38 29 23 19 't5 12
Lt240 162 76 57 44 35 28 23 19
L/1 80 191 80 61 50 42 36 30 24
8.25
L/360 120 67 51 40 32 26 22 18 15 13
Lt240 179 g4 71 57 48 40 33 27 23 19
L/1 80 179 94 71 57 48 41 36 32 26 22
10.25
L/360 '131 86 66 52 43 35 29 25 21 18
Lt240 168 94 75 63 54 47 41 36 32 27
L/1 80 168 94 75 63 54 47 41 36 33 28
12.25
u360 132 94 75 63 53 44 37 32 27 23
Lt240 163 94 75 OJ 54 47 42 37 34 3i
L/180 163 94 75 63 54 47 42 37 34 31
ESR4524 I Most Widelv Accepted and Trusted Paqe 7 of l9
TABLE 2-MAxIMUM ALLOWABLE UNIFORM TRANSVERSE LOAD, WALL (PSf). TYPE S SPLINEI'3
For Sl: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 psf = 0.0479 kPa.
1 Table values assume an end-supported panel with zero bearing on facing at supports. Permanent loads, such as dead
load, shall not exceed 0.50 times the tabulated load.
2 Deflection limit shall be selected by building designer based on the serviceability requirements of the structure and the
requirements of applicable building code. Values are based on loads of short duration only and do not consider the effects
of creep.
3 Table values for 8-foot (2.44 m) spans apply to panels constructed with the OSB strength axis oriented either parallel or
perpendicular to span direction. Table values for other spans are based on the OSB strength axis oriented parallel to the
span direction.
a Fanel thicknesses are based on overall (outside of facing to outside of facing) with a 7/16 inch OSB. When thicker facings
are used, the core remains the same thickness and the overall panel thicknesses increase.
PANEL
THICKNESS4
(inches)
DEFLECTION
LIMIT2
PANEL SPAN (feet)
8 t0 12 14 16 18 20 22 24
4.5
L/360 32 23 1B 14 1'l
Lt240 48 35 27 21 16
L/1 BO 55 44 36 28 22
6.5
L/360 51 38 29 23 19 15 12
Lt240 67 53 44 35 28 23 19
L/1 80 67 53 44 38 33 29 24
8.25
L/360 67 51 40 32 26 22 18 15 13
Lt240 75 60 50 42 37 33 27 23 19
u180 75 60 50 42 37 33 30 26 22
10.25
L/360 B3 66 52 43 35 29 25 21 18
u240 83 66 55 47 41 36 33 30 27
u180 83 66 55 47 41 36 33 30 27
12.25
L/360 89 72 60 51 44 37 32 27 23
Lt240 89 72 60 51 45 40 36 32 30
L/1 BO 89 72 60 51 45 40 36 32 30
ESR-4524 I Most Widoly Aoooptcd and Trusted Page 8 of 19
PANEL
THICKNESSs
(inches)
DEFLECTION
LIMIT2
PANEL SPAN (fe6t)
44 8 10 't2 14 16 18 20 22 24
8.25
L/360 132 136 93 60 50 40 31 21 19 16
u240 31 8-148-107"91
92'
75 59 45 31 27 23
UIBO 3't8^148^1 07^8/t8 60 41 36 30
10.25
u360 1Vt 1tt4-124-72 67 61 48 34 29 24
Lt240 336-164.124.'t07-96 B4 70 49 43 36
L/1 80 336.164-124*107*96 84-76 65 56 47
'12.25
L/360 258 143*1 03.B6 83 77.61 42 37 32
u240 31 8.143-1 03.93"85 77*68 59.54 46
L/1 80 31 8-143-1 03.93-85 77-68 59.54 49-
TABLE 3-MAXIMUM ALLOWABLE UNIFORM TRANSVERSE LOAD (psf) - TYPE I SPL|NEl,3
ForSl: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 psf = 0.0479 kPa.
lTable values assume a simply supported panel with 11l2-inches (38.1 mm) of continuous bearing on facing at supports. Permanent loads, such
as dead load, shall not exceed 0.50 times the tabulated load. Splines consist of one wood l-beam, 21l4-inch (57.2 mm) wide flange (minimum)
with a depth equal to the core thickness, spaced not to exceed 48 inches (1219.2 mm) on center.2 Deflection limit shall be selected by building designer based on the serviceability requirements of the structure and the requirements of
applicable building code.
3 Tabulated values for $-fool (2.44 m) walls apply to panels constructed with the OSB strength axis oriented either parallel or perpendicular to
supports. Tabulated values for other lengths are based on the strong-axis of the facing material oriented parallel to the span direction.4 Panels spanning 4leet(1.22 m) shall be a minimum of I foot QAifl long spanning-a minimum of two 4-foot (1.22 m) spans. No single span
condition is allowed.
5 Panel thicknesses are based on overall (outside of facing to outside of facing) with a 7/16 inch oSB. When thieker faeings are used, the core
remains the same thickness and the overall panel thicknesses increase.*An asterisk (-) indicates the value shown is governed by the average peak load divided by 3.
TABLE 4-MAXIMUM ALLOWABLE UNIFORM TRANSVERSE LOAD (psf) - TYPE L SPL|NE1,3
For Sl: 1 inch = 25.4 mm; 'l foot = 304.8 mm; 1 psf = 0.0479 kpa.
rTable values assume a simply supported panel with 1llz-inches (38.1 mm) of continuous bearing on facing at supports. Permanent loads, such
as dead load, shall not exceed 0.50 times the tabulated load. Splines consist of No. 2 or better, Hem-Fir, 11lz inches (38.1 mm) wide with a
depth equal to the core thickness, spaced to provide not less than two members for every 48 inches (1219.2 mm) of panel width.2 Deflection limit shall be selected by building designer based on the serviceability requirements of the struiture and the requirements of
applicable building code.
3 Tabulated values for B-toot (2.44 m) walls apply to panels conslructed with the OSB strength axis oriented either parallel or perpendicular to
supports. Tabulated values for olher lengths are based on the strong-axis of the facing material oriented parallel to the span direction.1 Panels spanning 4 leel (1 .22 m) shall be a minimum of 8 foot (2.4i m) long spanning- a minimum of two 4-foot (1 .22 m) spans. No single span
condition is allowcd.
5 Panel thicknesses are based on overall (outside of facing to outside of facing) with a 7/16 inch OSB. When thicker facings are used, the core
remains the same lhickness and the overall panel thicknesses increase.*An asterisk (.) indicates the value shown is governed by the average peak load divided by 3.
PANEL
THICKNESSs
(inches)
DEFLECTION
LIMIT2
PANEL SPAN (feet)
4*I {0 12 14 t6 18 20 22 24
4.5
L/360 103 45 33 24 18 11
u240 225 68 47 34 26 17
L/1 80 297-91 61 45 34 23
6.5
L/360 307.129 57 42 34 25 20 15
Lt240 307-182"87 61 49 37 30 22
L/180 307-182*112-80 65 49 39 29
8.25
L/360 253 171 82 66 54 41 32 23
Lt240 288-1 BB-128 100 81 61 48 35
L/180 288.1 88-1 33.117.105 80 63 45
10.25
u360 286 1 88.117 101 80 5B 47 36 32 27
Lt240 326-1 88.'147-134"120 90 71 52 47 41
L/1 80 326.189*147-134.121 108.93 6B 61 53
12.25
u360 327-I 88.'t67.14'l 116 91 75 58 47 36
Lt240 327.1 88-'t67*
167-
1 53.
1 53-
132
132
1 10-
1 10.
97 83-69 53
L/1 80 327.1 88.o7 83-83 70
ESR4524 I Most Widelv Accepted and Trusted Paqe 9 of 19
PANEL
THICKNESS6
(inch)
PANEL SPAN (fEEt)
I t0 12 l6 20 24
4.5 3,500 2,553 2,453 2.117
6.5 4,250 4,043 3,373 3,923 2,817 2,183
8.25 4,917 4,327 4,473 4,197 3,497 3,067
10.25 4,600 4,414 4,228 4,417 3,389 3,248
12.25 3,889 3,959 4,028 4,408 3,837*3,333
TABLE s-MAXIMUM ALLOWABLE UNIFORM AXIAL LOAD (plf) - TYPE S SPLINEI'2'3'4'5
For Sl: I inch = 25.4 mm; 1 304.8 mm; 1 psf = 0.0479 1 plf = 14.6 N/m
1 Splines consist of Box/Block splines not less than 7/re inch (1 1.1 mm) thick inserted below the facing on each side of the panel Permanent
loads, such as dead load,
2 Uniform axial loads may
Section 4.1.5 and Table 6.
shall not exceed 0.50 times the tabulated load
be applied in accordance with Section 4.1.4. Concentrated point loads shall be addressed in accordance with
3 Both facings must bear on the supporting foundation or structure.
a Tabulated-values for g-foot (2.44m)walli apply to panels constructed with the OSB strength axis oriented either parallel or perpendicular
to supports.- Limited byl/e inch (3.2 mm) deflection (compression).
u the maximum allowable axial load is limited to 7'lo/o ';f lhe reported allowable axial load when used as shear walls in Table 1 1 .
6 panel thicknesses are based on overall (outside of facing to outside of facing) with a 7i16 inch OSB. Wtren thickerfacings are used, the
core remains the same thickness and the overall panel thicknesses increase.
TABLE c-MAXIMUM ALLOWABLE UNIFORM AXIAL LOADS (plf) - TYPE L SPLINET'2'3'4'5
For Sl: '1 inch = 25
I Splines consist of
than two members
mm; 1 foot = 304.8 mm; 1 psf = 0.0479 kPa; t plf = 14.6 N/m.
No. 2 or better, Hem-Fir, 1llz-inches (38.1 mm) wide with a depth equal to the core thickness, spaced to provide not less
for every 48 inches ('1219.2 mm) of panel width. Permanent loads, such as dead load, shall not exceed 0.50 times the
TABLE 7-MAXIMUM ALLOWABLE AXIAL COMPRESSION POINT LOADS (lbs) - fiPE S SPLINEl'2'3'4
tabulated load.
, nxiif foaOs shall be applied concentrically to the top of the panel through repetitive members spaced not more than 24 inches (609.6 mm) on
center. Such members shall be fastened to a rim board, cap plate or similar member to distribute along the top of the Premier SlPs panel.
3 Both facings must bear on the supporting foundation or structure.
a Tabulated-values for B-foot (2.44'i't) waiis apply to panels constructed with the OSB strength axis oriented either parallel or perpendicular to
supports.. Limited by1/s inch (3.2 mm) deflection (compression)
5 The maxihum allowable axial load is limited to 51 7o of the reported allowable axial load when used as shear walls in Table 1 1 .
6 panel thicknesses are based on overall (outside of facing to outside of facing) with a 7/16 inch OSB. \Men thicker facings are used, the core
remains the same thickness and the overall panel thicknesses increase.
PANEL
THICKNES56
(inch)
PANEL SPAN (feet)
I 10 12 t6 20 24
4.5 4,723 3,903 3,273 2,623
6.5 5,850 5,890 4,277 4,310 2,933 2,837
8.25 6,807 6,1 10 5,557 5,180 4,837 4,083
10.25 5,473 5,709 5,946 5,948 4,729-4,250
12.25 5,667 5,474 5,281 5,775-4,729"4,223
TOP PLATE CONFIGURATION 11/2" MINIMUM
BEARING WDTH
3" MINIMUM
BEARING WDTH
Single 2x4 No. 2 or Better
Hem-Fir Plate
2,040 2,450
Single 2x4 No. 2 or Better
Hem-Fir ToP Plate
with 11/e in. minimum thickness Cap Plates'6
4,030 4,678
For Sl: 1 inch = 25.4 mm; 1 lb = 4.45 N.
1 Top plate secured to facings as required in Section 4.2'3.
2 pe;manent loads, such as dead load, shall not exceed 0.50 times the tabulated load.
3 Concentrated loads shall be applied concentrically to the top of the panel.
a Tabulated values are based on the strong-axis of the facing material oriented parallel to lhe span direction.
5 See Figure 3.
6 cap plite shall have a minimum stiffness of 1.3E and span the full width of the slP.
ESR-4524 I Moat Widoly Aaocpted and Trusted Page 10 of 19
Top Plate Cap Plate
Top Plate
FIGURE 3-TOP PLATE CONFIGURATIONS
TABLE 8_MAXIMUM ALLOWABLE UNIFORM PREMIER sIP HEADER VERTICAL LoADs (p|f)
4vr|NCH THROUGH l2rL INCH TH|CKNESSI,2
ForSl:1 inch = 25.4 mm; l foot= 304.8 mm; 1 psf = 0.0479 kpa; 1 ptf = 14.6 N/m
1 V€rtical loads only. Lateral loads shall be transferred to lhe edges ofthe openings through continuous plate(s) designed in accordance
with accepted engineering practice. Permanent loads, such as dead load, shall noiexceedb.s0 times the'tabuiaied load.2 Tabulated values are based on the strong-axis of the facing material oriented perpendicular to the direction of header span.3 Minimum depth of facing above opening.
n Deflection limit shall be selected by building designer based on the serviceability requirements of the structure and the requirements ofapplicable building code.
5 Panel thicknesses are based on overall (outside of facing to outside of facing) with a 7/16 inch OSB. When thicker facings are used, lhe coreremains lhe same lhickness and the overall panel thicknesses increase.
HEADER DEPTH3,5
(inches)
DEFLECTION
LIMITl
HEADER SPAN (feet)
4 6 8 l0
't2
U4BO 740 384 228 142
L/360 740 384 229 142
u240 740 384 229 142
18
L/4BO 798 574 385 311
u360 798 574 385 3't1
Lt240 798 574 385 311
24
L/4BO 886 629 429 361
L/360 886 629 429 361
Lt240 886 629 429 361
ESR-4524 I Most Widelv Accepted and Trusted Page 11 of 19
HEADER DEPTH3,6
(inches)
DEFLECTION
LIMIT4
HEADER SPAN (feet)
4 6 I l0
12
L/480 345 243 156 99
u360 450 295 190 125
Lt240 630 382 236 153
18
Lt480 705 388 254 235
L/360 750 482 302 281
u240 750 482 302 281
24
L/480 698 556 368 350
L/360 896 556 368 350
Lt240 896 556 368 350
TABLE 9-MAXIMUM ALLOWABLE UNIFORM HEADER LOADS (plf)
(PANEL SPLICE A MINIMUM OF 6 INCH FROM EDGE OF OPENING) 41lz INCH THROUGH 12114 INCH THICKNESSIT
For Sl: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 psf = 0.0479 kPa; 1 plf = 14.6 Nim
1 Vertical loads only. Lateral loads shall be transferred to the edges of the openings through continuous plate(s) designed in accordance
with accepted engineering practice. Permanent loads, such as dead load, shall not exceed 0.50 times the tabulated load.
2 Tabulated valuel are based on the strong-axis of the facing material oriented perpendicular to the direction of header span.
3 Minimum depth of facing above opening.
4 Deflection limit shall be selected by nuiioing designer based on the serviceability requirements of the structure and the requirements of
applicable building code.
s ianel thickness6s are based on overall (outside of facing to outside of facing) with a 7/16 inch oSB. When thicker facings are used, the core
remains the same thickness and the overall panel thicknesses increase.
TABLE 1O-ALLOWABLE IN-PLANE RACKING SHEAR STRENGTH
FOR PREMIER SIPS SHEAR WALLS 4112 INCH THROUGH 12114 INCH THICKNESS
WND AND SEISMIC LOADS IN SEISMIC OESIGN CATEGORIES A, B AND C1
For Sl: 1 inch = 25.4 mm; 1 plf = 14.6 N/m.
i Shear strength values, as published in this table, are limited to assemblies resisting wind or seismic forces when the aspect ratio
(height:width) does not exceed 2:1.
) Cn-orOs, hold-downs and connections to other structural elements must be designed by a registered design professional in accordance
with accepted engineering practice.
3 Spline type at inierior pin'et+o-panet joints only, solid chord members are required at each end of each shear wall segment.
o n'equir# connections must be made on each
-side
of the SlP. Dimensional or engineered lumber shall have an equivalent specific
gravity not less than specified.i For ilesign to resist seismic forces, shear wall height-width ratios greater than 2:1, but not exceeding 3.5:1, are permitted for assemblies
using lum6er splines provided the allowable shear strength values in this table are multiplied by Zwlh
SPLINE
TYPE3
FRAMING
MINIMUM
sG4
MINI MUM FACING CONNECTIONS4
ALLOWABLE
SHEAR
LOAD5
(pl0chord2'3 Plate2 Soline3
Box/Block or
Lumber
Spline
(Type S or
Type L)
0.50 0.1'13"x2-112" nails
6" on center
0 . 1 1 3"x 2-1 12" nails ,
6" on center
(7/16" OSB Faced x 3" wide
Box/Block Spline)
0.113"x 2-'112" nails,6" on
center
410
0.50
0.1 1 3"x 2-318" nails,
6" on center stagger (2
rows)
0.113'x 2-318" nails,
6" on center
(7/16" OSB Faced x 3" wide
Box/Block Spline)
0.1 13"x 2-318" nails, 6" on
center
460
0.42
0.1 13"x 2-318" nails,
6" on center stagger (2
rows)
0.113"x 2-318" nails,
4" on center stagger (2
rows)
(7/16" OSB Faced x 3" wide
Box/Block Spline)
0.113"x 2-318" nails, 4" on
center
700
o.42
0.148"x 2-318" nails,
6" on center stagger (2
rows)
0.148"x 2-318" nails,
3" on center
(23132" OSB Faced x 3"
wide Box/Block Spline)
0.148"x 2-318" nails,
3" on center stagger (2
rows)
1 000
ESR-4524 I Most Widoty Aaocptcd and Trusted Page 12 of 19
TABLE 11-ALLOWABLE IN-PLANE SHEAR FOR PREMIER SIPS SHEAR WALLS 4
THROUGH I21L |NCH THICKNESS IN SEISMIC DESIGN CATEGORIES A THROUGH
tl,
Fl,
INCH
2,3,4,5
SPLINE TYPE BOTTOM
PLATE
TOP PLATE END POSTS PLATES TO
POSTS
FACING NAIL TYPE ALLOWABLE
LOADS (olfl
o Surface,
Box/Block (23i32
OSB Faced) or
Lumber,
3" widc
Single 2x bottom
plate (0.50 SG)
Double 2x
lumber (0.50
SG)
0.131 x3-114"
llails 2 r'ows, 5
inch on center
Double 2x
lumber or Single
4x (0.50 SG)
0.131 x 3-1/4"
rrails 2 rlws, 5
inch on center
(2) 0.162 x 3
Nails
0.113"x 2-318" nails,
6" on center (3/4"
edge distance)360
540
n 9urfacc,
Box/Block (23132
OSB Faced) or
Lumber,
3" wide
Sittgle 2x lrullnrrr
plate (0.50 SG)
Dr-rrrhle 2x
lumber (0.50
sG)
0.148 x 3" nails 2
rows, 6 inch on
center
Double 2x
lumber or Single
4x (0.50 SG)
0.131 x 3" nails 2
rows, 5 inch on
cenler
(2) U.1ti2 x 3
Nails
0.1 13'x 2 3/8" nails,
2 rows, 4" on center,
staggered (3/8" and
3/4" edge distance)
o Surface,
Box/Block (23132
OSB Faced) or
Lumber,
3" wide
Single 2x bottom
plate (0.50 SG)
Double 2x
lumber or Single
ax (0.50 SG)
0.148 x 3" nails 2
rows, 6 inch on
center
Double 2x
lumber or Single
4x (0.50 SG)
0.131 x 3" nails 2
rows, 5 inch on
center
(2) 0.162x3
Nails
0.1 13"x 2-3i8" nails,
2 rows, 3" on center
staggered (3/B" and
3i4" edge distance)720
6 Surface,
Box/Block (23132
OSB Faced) or
Lumber,
3" wide
Single 2x bottom
plate (0.50 SG)
Double 2x
lumber or Single
ax (0.50 SG)
0.148 x 3" nails 2
rows, 5 inch on
cenler
Double 2x
lumber or Single
ax (0.50 SG)
0.131 x3-114"
nails 2 rows, 5
inch on center
(2) 0.162 x 3
Nails
0.1 1 3"x 2-318" nails,
2 rows,2" on center,
staggered (3/8" and
3/4" edge distance)920
For Sl: 1 inch = 25.4 mm; 1 plf = 14.6 N/mlEnd posts and splines must be framed to provide full end bearing in accordance with IBC Section 2304.3. OSB facings must be fully
!eaf19.9n structural supports. A hold-down device must be attached to the vertical studs at each end of the shear wall assembly.
'lnstallalion of the hold-down devices must be in accordancewith the hold-down device manufacturer's instructions and as designed bythe registered design professional.
3The tabulated allowable racking shear loads are for slPs installed with the strong axis of the osB slp facings in either the vertical orhorizontal direction.
aSplines must be as described in Section 3.2.5 of this report.sNails shall be installed on both sides of spline joint, bottom plate, top plate, and vertical boundary members (end posts) of the Slpshearwall. NailsmuslcomplywithASTMFl66TandhaveaminimumbendingyieldstrengthottOOtsi (689'Mpa).6This installation configuration is recognized for use as both load-bearing and -nonload-bea-ring
sheanrualls in Seismic Design CategoriesA, B, C, D, E, and F with the seismic design coefficients of R=6.5; Systeh Overstrength Factdr, Oo=3.0; Deflection Amptifiiation Fictor,
Cd=4.0 under the following provisions:
a. For design to resist seismic forces, shear wall height-width ratios greater than 2:1, but not exceeding 9.5:i, arepermitted for assemblies using lumber splines provided the allowable shear strength values in this tible are
multiplied by 2wlh.b. The shearwalls are supported by a rigid support, such as a concrete foundation.c. The wall SlPs must be installed in a manner such that both facings of lhe wall SlPs are equally and uniformly
restrained at the top and bottom of the SlPs. The member, element or structure supporting th-e shear wall and
the vertical restraint provided to the facers of the SlPs at the top and bottom of the wall SIF must be designed
and detailed by a registered design professional.d. When used as load-bearing SlPs, the allowable axial load must be determined in accordance with Table 5 or 6
of this report.e. End posts must be designed by registered design professional.
ESR4524 I Most Widelv Accepted and Trusted Page 13 of 19
TABLE 12_MAXIMUM ALLOWABLE IN.PLANE SHEAR
FOR DIAPHRAGMS SUBJECTED TO WIND OR SEISMIC LOADINGI'5
ForSl:1 inch=25.4 mm; 1 lb=4.45 N; 1 plf ='14.6 N/m.
1 The maximum diaphragm length{o-width ratio of shall not exceed 4:1. Load may be applied parallel to continuous panel joints.
2 Ends of individual pan6ls arJrequired to be supported as required in Tables 1, 3 and 4. Specified fasteners are required through both
faces of panels on both sides of joint where panels are joined over a support. See Figure 4A.
3 At unsupported interior panel{o-panel joinis, specifieil fasteners are required on the top of the panels on both sides of panel joint. See
Figure 48.
a Eoundary spline shall be solid 11lz inches (38.1 mm) wide, minimum, and have a specific gravity of 0.42 or greater' Specified spline
fasteners ire required through both facings. See Figure 4C. Ends of individual panels are required to be supported as required in Tables
1, 3 and 4.
5 biaphragms shall be designed by a registered design professional in accordance with accepted engineering practice.
Spllne Attachment
(per table)
Boundary Spllne Attachment
Spllne (per table)
Boundary Support Attachment
(per table)
lnterior Support Boundary Support
Support Attachment
(per table)
FIGURE 4A_INTERIOR
SUPPORT
FIGURE4-DIAPHRAGM CONNECTION TYPES
FIGURE 4B_BOXBLOCK
SPLINE
FIGURE 4C_BOUNDARY
MIN IMUM CONNECTIONS2 ALLOWABLE
SHEAR
LOAD
(plfl
G'
APPARENT
SHEAR
STIFFNESS
{lbf/in)
MAXIMUM
ASPECT
RATIO
lnterior Supports2
(Fiqure 4A)
Box/Block
(Fioure
Spline3
4B)
Boundaryl (Fiqure 4C)
SuDDort Spline
PBS No. 14 SIP Screw
with l" penetration
1 2" on center
0.1 1 3" x 2.5" nails, 3" on
center
7116" x3" OSB Spline
PBS No.14
SIP Screw with
l" penetration
1 2" on center
0.113" x2.5"
nails, 6" on
center
430 24000 4:'l
PBS No.14 SIP Screw
with 1" penetration
1 2" on center
0.113" x 2.5" nails,
3" on center, 2 rows,
staggered
7116" x3" OSB Spline
PBS No.14
SIP Screw with
1 " penetration
3" on center
0.113" x2.5"
nails, 4" on
center
460 30300 4:1
PBS No.14 SIP Screw
with 1" penetration
2" on center
0.1 13" x 2.5" nails,
3" on center, 2 rows,
staggered 7/16" x 3" OSB
SDline
PBS No.14
SIP Screw with
1 " penetration
2" on center
0.113" x2.5"
nails,
1.5" on center
655 41 300 4:1
PBS No.14 SIP Screw
with l" penetration
4" on center
0.1 13" x 2.5" nails,
3" on center, 2 rows,
staggered 7/16" x 3" OSB
SPline
PBS No.14
SIP Screw with
l" penetration
4" on center
O.1'13" x2 .5"
nails, 3" on
center
795 93700 3:1
PBS No.14 SIP Screw
with l" penetration
4" on center
0.113" x 2.5" nails,
6" on center, 2 rows,
staggered 23132" x4"
OSB Spline
PBS No.14
SIP Screw
with 1"
penetration
4" on center
0.113" x2.5"
nails, 6" on
center
1 130 1 10600 3:1
ESR,4524 I Most Wdelv Accepted and Trusted Paqe 14 of 19
Load-Bearing, Restrained Floor/Ceiling Assembly Rating - 1 Hour
Load-Beari ng, Unrestrained Floor/Ceili ng Assembly Rating - I Hour
VerticalSection
FIGURE s-ASSEMBLY DRAWING FOR FIRE RESISTANCE SECTION 4.2,11.1
Load-Bearing Wall Assembly Rating - 1 Hour
Horizontal Section Section A
FIGURE G_ASSEMBLY DRAWING FOR FIRE RESISTANCE SECTION 4,2.11.2
Load-Bearing WallAssembly Rating - 1 Hour
FIGURE 7-ASSEMBLY DRAWING FOR FIRE RESISTANCE SECTION 4,2,11.3
rc0
EVAL IIA]ION
SI RVI Ct'
ICC-ES Evaluation Report ESR-4524 City of LA Supplement
Relssued February 2023
Revlsed January 2025
This repoft is subject to renewal February 2025.
www.icc-es.orq I (S0O) 423-6587 | (562) 699-0543 A Subsidiary of the tnternational Code Council@
DIVISION: 06 OO 0O-WOOD, PLASTICS AND COMPOSITES
Section: 06 12 0O-Structural Panels
REPORT HOLDER:
PREMIER BUILDING SYSTEMS, LLC
EVALUATION SUBJECT:
PREMIER STRUCTURAL INSULATED PANELS (SIPS)
1.0 REPORTPURPOSEANDSCOPE
Purpose:
The purpose of this evaluation report supplement is to indicate that Premier SlPs, described in ICC-ES evaluation report
ESR-4524, have also been evaluated for compliance with the codes noted below as adopted by the Los Angeles Department
of Building and Safety (LADBS).
Applicable code editions:
. 2023 City of Los Angeles Building Code (LABC)
. 2023 City of Los Angeles ResidentialCode (LARC)
2.0 CONCLUSIONS
The premier SlPs, described in Sections 2.0 through 7.0 of the evaluation report ESR-4524, comply with the LABC Chapters
7,23 and 26, and the LARC, and are subject to the conditions of use described in this supplement.
3.0 CONDITIONS OF USE
The premier SlPs described in this evaluation report supplement must comply with all of the following conditions:
. All applicable sections in the evaluation report$Bl[@[.
o The design, installation, conditions of use and identification are in accordance with the2021 lnternational Building Code@
(lBC) provisions noted in the evaluation report ESR-4524.
r The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as
applicable.
. Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted.
r premier Slps may be used in the construction of new buildings located in any Fire Hazard Severity Zone within State
Responsibility Areas or any Wildland-Urban lnterface Fire Area, provided installation is in accordance with the 2021
tnternational"Building Coded (lBC) provisions noted in the evaluation report, the additional requirements of LABC Sections
701A.3, 7054 and 7074, as applicable, and the following conditions:
. The premier Structural lnsulated Panels (SIPS) may be used as a component of a Class A classified roof assembly
when installed in accordance with LABC Section 7054 and specifically recognized in an ASTM E108 or UL 790
listing approved by the code official.
r The premier Structural lnsulated Panels (SIPS) may be used as a component in exterior wall construction in
accordance with LABC Section 7074 when installed as described in Sections 4.2.11 .2 and 4.2.11 .3 of the evaluation
report ESR-4524 or when specifically recognized in an ASTM E1 19 or UL 263 listing approved by the code official
for a minimum 1-hour fire-resistance-rated (from the exterior side) wall assembly.
r premier Slps may be used in the construction of new buildings located in any Fire Hazard Severity Zone within State
Responsibility Areas or any Wldland-Urban lnterface Fire Area, provided installation is in accordance with the 2021
ICC-ES Evqluqtion Reports arc not to be constmerl as represenling qesthetics or any o,her attibutes not specrfically addtessed, nor are they to be constued
qs an endorsement ofihe subiect ofthe report or d rccomnlendalionfor ils use. There is no u'atanty by ICC nvalualion Sevice, LLC, express or implied, as
lo anyfinding or olher matler in lhis report, or as to any producl covered by lhe report.
Copyright @ 2025 ICC Evaluation Service, LLC. All rights reserved.
Nrril
sfruffii
*#
Page 15 of 19
ESR4524 Gity of LA Su pplement I Most Widelv Accented and Trusted Paqe 16 of 19
lnternational Residential Code@ (lRC) provisions noted in the evaluation report, the additional requirements of LARC
Sections R337.1.3, R337.5 and R337.7 of the LARC, as applicable, and the foliowing conditions:
r The Premier Structural lnsulated Panels (SIPS) may be used as a component of a Class A classified roof assembly
when installed in accordance with LARC Section R337.5 and specifically recognized in an ASTM E'108 or UL 790
listing approved by the code official.
r The Premier Structural lnsulated Panels (SIPS) may be used as a component in exterior wall construction in
accordance with LARC Section R337.7 when installed as described in Sections 4.2.11.2 and 4.2.i1 .3 of the
evaluation repof FSR-41i24 r-rt wlrcrr specifically recognlzed ln an,ASTM E11g or UL ?63 lieting approvcd by thc
code official for a minimum 1-hour fire-resistance-rated (from the exterior side) wall assembly.
This supplement expires concurrently with the evaluation report, reissued February 2023 and revised January 2028.
IKH
rc0
IVALU/ITION
SIRVICI'
ICC-ES Evaluation Report ESR-4524 CA Supplement
d Exterior Wildfire Exposure
Rer.ssued February 2023
Revr.sed January 2025
This repoft is subject to renewal February 2025.
www.icc-es.orq | (800) 423-6587 | (562) 699-0543 A Subsidiary of the tnternational Code Council@
DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES
Section: 06 12 O0-Structural Panels
REPORT HOLDER:
PREMIER BUILDING SYSTEMS, LLG
EVALUATION SUBJECT:
PREMIER STRUCTURAL INSULATED PANELS (SIPS)
1.0 REPORT PURPOSE AND SCOPE
Purpose:
The purpose of this evaluation report supplement is to indicate that Premier SlPs, described in ICC-ES evaluation report ESR-
4524,have also been evaluated for compliance with the code(s) noted below.
Applicable code edition(sJ:
| 2022 California Building Code (CBC)
For evaluation of applicable Chapters adopted by the California Office of Statewide Health Planning and Development
(OSHPD) Al(A: Califoinia Department of Health Care Access and lnformation (HCAI) and the Division of State Architect (DSA),
see Sections 2.1 .1 and2.1.2below.
. 2022 California ResidentialCode (CRC)
2.0 coNcLusloNs
2.1 CBC:
The Premier SlPs, described in Sections 2.0 through 7.0 of the evaluation report ESR-4524, comply with CB^C Chapters 7, 16'
and 26, provided the design and installation are in accordance with the 2021 lnternational Building Code@ (lBC) provisions
noted in the evaluation report and the additional requirements of CBC Chapters 16 and 26, as applicable.
premier SlPs may be used in the construction of new buildings located in any Fire Hazard Severity Zone within State
Responsibil1y Areas or any Wldland-Urban lnterface Fire Area, provided installation is in accordance with the 2021
lnteinational'Buitding Coded(lBC) provisions noted in the evaluation report and the additional requirements of CBC Sections
70'1A.3, 705A and 7074, as applicable, and the following conditions.
. The Premier Structural lnsulated Panels (SIPS) may be used as a component of a Class A classified roof assembly
when installed in accordance with CBC Section 7054 and specifically recognized in an ASTM E108 or UL 790 listing
approved by the code official.
r The Premier Structural lnsulated Panels (SIPS) may be used as a component in exterior wall construction in
accordance with CBC Section 7074 when installed as described in Sections 4.2.11.2 and 4.2.11.3 of the evaluation
report ESR-4S24 or when specifically recognized in an ASTM E119 or UL 263 listing approved by the code official
for a minimum 1-hour fire-resistance-rated (from the exterior side) wall assembly.
2,1.1 OSHPD:
The applicable OSHPD Sections and Chapters of the CBC are beyond the scope of this supplement.
2.1.2 DSA:
The applicable DSA Sections and Chapters of the CBC are beyond the scope of this supplement.
ICC-ES Evaluation Reports are not to be constmed as representing aesthetics or atry olher qltibules nol specifically addressed, nor are they to he construed
as an endorsement ofihe subiect of the report or q recommendqtion for ils use. There is no u'arranty by ICC Evaluation Senice, LLC, express or implied, as
to anyfnding or other maller in lhis report, or as to any product covered by lhe reporl'
Copyright @ 2025 ICC Evaluation Service, LLC AII rights reserved
N-aelp-
;R;,;I-:=lj.*:
Page l7 of 19
ESR4524 CA Su lement I Mos/ Wirtclv AccenterJ and Trusted Paqe 18 of 18
2.2 CRC:
The Premier SlPs, described in Sections 2.0 through 7.0 of the evaluation report ESR-4524, comply with CRC Sections R301
and R316, provided the design and installation are in accordance with the 2021 tnternational Residenta/ Code@ (lRC)
provisions noted in the evaluation report.
Premier SlPs may be used in the construction of new buildings located in any Fire Hazard Severity Zone within State
Responsibility Areas or any Wildland-Urban lnterface Fire Area, provided installation is in accordince with the 2021
lnternational Residential Code@ (lRC) provisions noted in the evaluation report and the additional requirements of CRC
Scctiong R337.1,3, R337,5 and R337.7, as applloattle, arrrl llre fr,rllr.rwirrg cr.rrrditiorrs;
r The Premicr Strtte;tltral lnsulated Panels (SIPS) may be uaed as a component of a Class A olacsificd roof assembly
when installed in accordance with CRC Section R337.5 and specificaily recognized in an ASTM E108 or UL 79b
listing approved by the code official.
o The Premier Structural lnsulated Panels (SIPS) may be used as a component in exterior wall construction in
accordance with CRC Section R337.7 when installed as described in Sections 4.2 .11 .2 and 4.2.11 .3 of the evaluation
report ESR-4524 or when specifically recognized in an ASTM E1 19 or UL 263 listing approved by the code official
for a minimum 1-hour fire-resistance-rated (from the exterior side) wall assembly.
This supplement expires concurrently with the evaluation report, reissued February 2023 and revised January 2025.
IKH
rcc
I VAI UAII()N
sr RvtcE'
ICC-ES Evaluation Report ESR-4524 IWUIC Supplement
/ssued October 2024
Revised January 2025
This report is subject to renewal February 2025.
www.icc-es.orq | (800) 423-6587 | (562) 699-0543 A Subsidiary of the tnternationat Code Council@
DIVISION:06 00 00-WOOD, PLASTICS AND COMPOSITES
Section: 06 12 00-Structural Panels
REPORT HOLDER:
PREMIER BUILDING SYSTEMS, LLC
EVALUATION SUBJECT
PREM|ER STRUCTURAL INSULATED PANELS (SIPS)
1.0 REPORT PURPOSE AND SCOPE
Purpose:
The purpose of this evaluation report supplement is to indicate that Premier Structural lnsulated Panels (SIPS), described in
ICC-ES evaluation report ESR-4524, has also been evaluated for compliance with the codes noted below:
Applicable code editions:
. 2024,2021 and 2018 tnternationalWildland-Urban lnterface Code (lWUlC)
2.0 coNcLUSloNs
The Premier Structural lnsulated Panels (SIPS), described in Sections 2.0 through 7.0 of the evaluation report ESR-4524, may
be used in the design and construction of new buildings located in Wldland-Urban lnterface areas under the International
Wildland-Urban tntdface Code (lWUlC) Sections 504, 505, and 506, provided the design and installation are in accordance
with the 2024,2021 and 2018 Internationa! Wildland-tJrban lnterface Code (lWUlC), the design and installation provisions
noted in the evaluation report ESR-4524, as applicable, and the following conditions:
j. The Premier Structural lnsulated Panels (SIPS) may be used as a component of a classified roof assembly in accordance
with IWU|C Sections 504.2,505.2 and 506.2 and specifically recognized in an ASTM E108 or UL 790 listing approved by
the code official.
2. The premier Structural lnsulated Panels (SIPS) may be used as a component in exterior wall construction in accordance
with IWUIC Sections 504.5, ltem 1 or 505.5, ltem I when installed as described in Sections 4.2.11.2and 4.2.11 .3 of the
evaluation report ESR-4524 or when specifically recognized in an ASTM E'l 19 or UL 263 listing approved by the code
official for a minimum 1-hour fire-resistance-rated (from the exterior side) wall assembly.
This supplement expires concurrently with the evaluation report ESR-4524, reissued February 2023 and revised January 2025-
ICC-ES Evaluation Reports qre not to be construed qs representing aeshetics or any other altilbules not specifically addressed, nor are lhey lo be construed
as an endorsement ofihe subiect of the reporr or a recommendqtion for ils use. 'l'here is no u,arranty by ICC Evaluation Senice, LLC, express or implied, as
lo qnyfinding or other mqller in lhis report, or qs lo any producl covered by the rcport
Copyright @ 2025 ICC Evaluation Service, LLC. All rights reserved.
W -riltp-;F,F*I1F.^.::
Page 19 of 1 9