HomeMy WebLinkAboutEVALUATION REPORTSt. Lucie
UL Evaluation Report
UL ER2453-02
Issued: April 5, 2017
Visit UL'e On -Una Certifications Directory: www,Ul.comlerdirecto��
for current statua of Report.
UL Category Code: ULEZ
CSI MasterlsormatS
DIVISION:
07 00 00 —THERMAL AND MOISTURE
Sub -level 2:
07 30 00 — Steep Slope Roofing
Sub -level 3:
07 31 00—Shingles and Shakes
Sub -level 4:
07 3113 — Asphalt Shingles
COMPANY:
OWENS CORNING
ONE OWENS CORNING PKY
TOLEDO, OH 43659
(419)248-7060
bula wnanrrowenscomin Com/
I. SUBJECT: Asphalt Shingles
CLASSICS, SUPREME,
DURATION® PREMIUM, TRUDEFINITIONS DURATION®, TRUDEFINITIONS DURATIONS STORMw,
TRUDEFINITIONS DURATIONS MAXm, TRUDEFINITIONS OAKRIDGES, OA,
WOODCRESTS, WOODMOORS, TRUDEFINITIONS KRIDGE®
DEVONSHIREm. WEATHERGUARDS HP, BERKSHIRE®,
WOODSTARTS STARTER SHINGLE, STARTER STRIP PLUS, STARTER STRIP SHINGLE, AND TRI
BUILT STARTER STRIP
BERKSHIRE® HIP & RIDGE SHINGLES, HIGH RIDGE HIP & RIDGE SHINGLES WITH SEALANT,
RIZERIDGES HIP & RIDGE SHINGLES WITH SEALANT, WEATHERGUARDS HP HIP & RIDGE
SHINGLES, PROEDGES, DURARIDGETm HIP & RIDGE SHINGLES AND PROEDGES STORMS HIP
& RIDGE SHINGLES
2. SCOPE OF EVALUATION
N 2015, 2012, 2009, and 2006 Intematicnal Building Code S (IBC)
02015, 2012, 2009, and 2006 international Residential Code S (IRC)
H [CC ES Acceptance Criteria for Quality Documentation (AC10), Dated December 2012
III ICC ES Acceptance Criteria for Altemative Asphalt Roofing Shingles (AC438), Dated March 2012
The products were evaluated for the following properties:
■ External Fire Exposure (ANSVUL790, ASTM El08)
■ Wind Resistance (ASTM 03161; ASTM D7158)
a physical Properties ( ICC-ES AC438)
3. REFERENCED DOCUMENTS
® ANSIIUL790 Eighth Edition, (ASTM E108), Standard Test Methods for Fire Tests of Roof Coverings
■ ASTM D3161-13, Standard Test Method for Wind -Resistance of Steep Slope Roofing Products
(Fan -Induced Method)
r ASTM D7158-11, Standard Test Method for Wind Resistance of Asphalt Shingles (Uplift Force/Uplift
Resistance Method)
■ UL Subject 2375, Outline of Investigation for Hip and Ridge Shingles (UL Fire and Wind Tests)
to ICC-ES Acceptance Criteria for Alternative Asphalt Roofing Shingles (AC438), Dated March 2012
4. USES
OWENS CORNING asphalt shingles described in this report are altematives to asphalt shingles
complying with Section 1507.2.6 of the 2015, 2012, 2009 and 2006 IBC and Section R905.2.4 of the
2015, 2012, 2009, and 2006 IRC, and are Class A roof coverings for new and existing roofs.
S. PRODUCT DESCRIPTION
OWENS CORNING asphalt shingles are roof covering materials complying with the following properties
when installed as described in this report. The products are three -tab shingles, laminated shingles and
hip & ridge shingles. The products are available in standard and metric sizes.
Fire Classification: OWENS CORNING asphalt shingles covered under this Report have been tested for
fire classification Class A in accordance with UL790 (ASTM El08). Shingles tested in accordance with
UL790 (ASTM El08) qualify for use under Section 1505.1 of the 2015, 2012, 2009 and 2006 IBC and
Section R902.1 of the 2015, 2012, 2009 and 2008 IRC.
Wind Resistance: OWENS CORNING asphalt shingles covered under this Report have been tested for
wind resistance in accordance with ASTM D3161 or ASTM D7158.
Shingles tested in accordance with ASTM D3161 are classified as Class F or Class A and qualify for use
under the exception to Section 1507.2.8.1 of the 2015 IBC, Section 16072.7.1 of the 2012, 2009 and
2006 IBC, or the exception to Section R905.2.4.1 of the 2015, 2012, 2009 and 2006 IRC.
Shingles tested in accordance with ASTM D7158 are classified as Class H and qualify for use in locations
as shown in Table 1504.1.1 of the 2015 IBC, Table 1507.2.7.1 of the 2012 and 2009 IBC or Table
R905.2.4.1 of the 2015, 2012 and 2009 IRC, where the maximum basic wind speed is 150 mph (67 m/s)
or less with exposure category of B or C (ASCE 7) and a maximum building height of 60 feet (18.3 m).
Installation must be in accordance with Section 1507.2.7 of the 2015, 2012, 2009 and 2008 IBC or
Section R905.2.6 of the 2015, 2012, 2009 and 2006 IRC, as applicable.
Physical Properties: OWENS CORNING asphalt shingles covered under this Report have been tested
for physical properties in accordance with AC 438. Shingles tested in accordance with AC438 qualify as
an aitemative roof covering for use under Section 1507.2.5 of the 2015, 2012, 2009 and 2006 IBC or
Section R905.2.4 of the 2015, 2012, 2009 and 2006 IRC. When Installed in new construction in
accordance with this report and the OWENS CORNING Installation instructions, the shingles are a Class
A fire classification roof covering. When the shingles are installed over existing roof coverings, the fire
classification is maintained.
Page 2 of 3o
DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES
SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTENINGS
SCANNED
BY
St. Lucie County
REPORT HOLDER:
SIMPSON STRONG -TIE COMPANY INC.
5956 WEST LAS POSITAS BOULEVARD
PLEASANTON, CALIFORNIA 94588
EVALUATION SUBJECT:
SIMPSON STRONG -TIE® HURRICANE AND SEISMIC STRAPS AND
TIES FOR WOOD FRAMING
ICC ICC Ire
Look for the trusted marks of Conformityl
"2014 Recipient of Prestigious Western States Seismic Policy Council
(WSSPC) Award in Excellence"
!CC -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.
A Subsidiary of
Cain
1S c VMS
rma.ea�vGn�mom, .<iean.wo
Copyright 0 2017 [CC Evaluation Service, LLC. All rights reserved.
IMES Evaluation Report ESR-2613
Reissued June 2017
Revised December 13, 2017
This report is subject to renewal June 2018.
www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 -A Subsidiary of the International Code Counciio
DIVISION: 06 00 00—WOOD, PLASTICS, AND
COMPOSITES
Section: 06 05 23—Wood, Plastic, and Composite
Fastenings
REPORT HOLDER:
SIMPSON STRONG -TIE COMPANY INC.
5956 WEST LAS POSITAS BOULEVARD
PLEASANTON, CALIFORNIA 94588
(800)925-5099
www.strongtio.com
EVALUATION SUBJECT:
SIMPSON STRONG -TIE® HURRICANE AND SEISMIC
STRAPS AND TIES FOR WOOD FRAMING
1.0 EVALUATION SCOPE
Compliance with the following codes:
■ 2015, 2012, 2009 and 2006 International Building
Code® (IBC)
■ 2015, 2012, 2009 and 2006 International Residential
Code (IRC)
Property evaluated:
Structural
2.0 USES
The Simpson Strang -Tie hurricane and seismic straps
and ties described in this report are used as wood framing
connectors in accordance with Section 2304.10.3 of the
2015 IBC and Section 2304.9.3 of the 2012, 2009 and
2006 IBC. The products may also be used in structures
regulated under the IRC when an engineered design is
submitted in accordance with Section R301.1.3 of the IRC.
3.0 DESCRIPTION
3.1 General:
The Simpson Strong -Tie hurricane and seismic straps and
ties recognized in this report are installed to resist design
forces on wood -frame construction resulting from the
application of the most critical effects of the load
combinations prescribed by code that include wind or
seismic loads.
3.1.1 Hurricane Ties: Hurricane ties are used to anchor
wood rafters or joists to wood wall plates or studs or to
anchor wood studs to wood sill plates. The H6 and 1-17Z
ties are formed from No. 16 gage galvanized steel; the 1-11,
H2.5A, 1-13, 1-15, 1-110A, and H10-2 ties are formed from No.
18 gage galvanized steel; and the H4 tie is formed from
No.'20 gage galvanized steel. See Table 1 for tie model
numbers, tie dimensions, fastener schedules, and
allowable loads. See Figures la and lb for illustrations of
the hurricane ties recognized in this report, and Figure 1c
for illustrations of installation configurations with
designated allowable load directions.
3.1.2 HS24 Hurricane Tie: The HS24 hurricane tie
anchors wood rafters or trusses to wood wall top plates.
The HS24 connector is formed from No. 18 gage
galvanized steel. See Table 2 for required fasteners and
allowable loads. See Figure 2.for a drawing of the HS24 tie
and a typical installation detail.
3.1.3 LTS, MTS, and HTS Series Twist Straps: The
LTS, MTS, and HTS series twist straps are used to anchor
wood trusses or rafters to wood wall double top plates,
wood studs, woad beams, or wood rim boards. The LTS,
MTS, and HTS series twist straps are formed from No. 18,
No. 16, and No. 14 gage galvanized steel; respectively.
See Table 3 for strap model numbers, overall strap
lengths, required fasteners, and allowable uplift loads
when installed with different fastener schedules. See
Figure 3 for a drawing of an LTS12 twist strap and two
typical MTS strap Installations.
3.11A LFTA Light Floor Tie Anchor: The LFTA light floor
tie anchor is used as a floor -to -floor tension tie and is
formed from No. 16 gage galvanized steel. See Table 4 for
anchor tie dimensions, required fasteners, and the
assigned allowable uplift load. See Figure 4 for a drawing
of the LFTA connector.
3.1.5 SP and SPH Series Stud Plate Connectors: The
SP1 connector fastens one edge of a wood stud to the
contiguous edge of a wood sill plate, and the SP2
connector fastens to one side of a wood double top plate
and to the contiguous edge of awood stud. The SP4, SP6,
SP8, SPH4, SPH6, and SPH8 are 11144nch-wide (32 mm)
U-shaped straps with a horizontal portion that bears
against the wood wall top plates or sill plates and two
vertical legs that are nailed to the edges of a wood stud.
The SP and SPH connectors are fabricated from No. 20
and No. 18 gage galvanized steel, respectively. See Table
5 for SP and SPH models, connector dimensions, required
Fasteners, and allowable uplift loads. See Figure 5 for
drawings of the SP1 and SP2 connector, and of typical
stud -to -plate connection details for the SP1, SP2, SP4,
and SPH4 connectors.
LCC-ESEvahmRon Reports are not to be cowntoeolm represenlingaertheliier or any other attributer not specifically addreared. nor are they to be construed E�j, t
man endonemenl oflhesubJect ofthe report or a recommendation for its use there is no ivaman0• by /CCEvaluation Service. LLC, upresr or implied, as
to anyfmding or olhernearer in this mpor( arm to any product cowmd by the report.
Copyright ® 2017 ICC Evaluation Service, LLC. All rights reserved.
Page 1 of 11
ESR-2613 1 Most Widely Accepted a, - _usted Page 2 of 11
3.1.6 RSP4 Reversible Stud Plate Ties: The RSP4 tie
-plates are used to connect a_nominally-2-inch-wide-wood_
stud to either a top or sill plate of a wood framed wall. The
RSP4 tie connector is fabricated from No. 20 gage
galvanized steel. See Table 6 for required fasteners and
allowable loads. See Figure 6a for a drawing of the RSP4
connector showing overall dimensions; Figure 6b for a
drawing of a typical RSP4 installation connecting a wood
double top plateto a wood stud; and Figure 6c for a typical
RSP4 installation connecting a wood stud to a wood sill
plate.
3.1.7 SSP and DSP Stud Plate Connectors: The SSP
stud -to -plate connector is used to provide a positive
connection between a single wood stud and the top or sill
plate of the same wood wall, and the DSP stud -to -plate
connector is used to provide a positive connection between
a double wood stud and the wood wall top or sill plate of
the same wood wall. The SSP and DSP connectors are
fabricated from No. 18 gage galvanized steel. See Table 7
for required fasteners and allowable uplift loads. See
Figure 7 for drawings of the SSP and DSP connectors
showing overall dimensions; a drawing of an SSP
installation connecting a stud to a sill plate; and a drawing
of a DSP installation connecting a double wood stud
assembly to a top plate.
3.1.8 HGT Heavy Girder Tiedown Brackets: The HGT
heavy girder tiedown brackets are used to provide a
positive connection between wood roof beams or multi -ply
wood roof trusses and wood posts vertically aligned to
support the end reaction of the beam or truss member. The
HGT tiedown connector is a U-shaped bracket that is
installed over the top chord of the roof truss having a slope
from 3:12 (14 degrees) to 8:12 (34 degrees). Other
components required for the connection, such as the
anchor rods and hold-down or tie -down devices, that must
be used to form a complete load path to resist design uplift
forces from their point of origin to the load -resisting
elements, that is, the vertically aligned supporting wood
post, must be designed and specified by the registered
design professional. The HGT tiedown brackets are
fabricated from No. 7 gage steel, and are supplied with
insert plates and crescent washers. See Table 8 for
tiedown connector models, connector dimensions, fastener
schedules, and allowable uplift loads. See Figure 8 for a
drawing of the HGT-2 tiedown connector.
3.2 .Materials:
3.2.1 Steel: Unless otherwise noted, the connectors
described in this report are fabricated from ASTM A653,
SS designation, Grade 33, galvanized steel with a
minimum yield strength, Fy, of 33,000 psi (227 MPa) and a
minimum tensile strength, Fu, of 45,000 psi (310 MPa).
The HTS twist straps, the SSP and DSP stud -to -plate ties,
and the H2.5A hurricane tie are fabricated from ASTM
A653, SS designation, Grade 40, steel with a minimum
yield strength of 40,000 psi (275 MPa) and a minimum
tensile strength of 55,000 psi (379 MPa).
The body of the HGT heavy girder tiedown bracket is
fabricated from ASTM At011. SS designation, Grade 33,
hot rolled steel with a minimum yield strength of 33,000 psi
(227 MPa) and a minimum tensile strength of 52;000 psi
(358 MPa), and the crescent washers of the HGT bracket
are fabricated from ASTM A36 steel with a minimum yield
strength of 36,000 psi (248 MPa) and a minimum tensile
strength of 58,000 psi (399 MPa).
Base -metal thicknesses for the connectors in this report
-.are-as.follows�-- ---
NOMINAL THICKNESS
(gage)
MINIMUM BASE -METAL
THICKNESS (inch)
No. 3
0.2285
No. 7
0.1705
No. 10
0.1275
No. 14
0.0685
No. 16
0.0555
No. 18
0.0445
No. 20
0.0335
For Sh 1 Inch = 25.4 mm.
The galvanized connectors have a minimum G90 zinc
coating specification in accordance with ASTM A653.
Some models (designated with a model number ending
with Z) are available with a G185 zinc coating specification
in accordance with ASTM A653. Some models (designated
with a model number ending with HDG) are available
with a hot -dip galvanization, also known as "batch"
galvanization, in accordance with ASTM A123, with a
minimum specified coating weight of 2.0 ounces of zinc per
square foot of surface area (600 g/m2), total for both sides.
Model numbers in this report do not include the Z or HDG
ending, but the information shown applies.
The HGT Heavy Girder Tiedown Brackets have a painted
finish and may also be available with the HDG finish.
The lumber treater or holder of this report
(Simpson Strong -Tie Company) should be contacted for
recommendations on minimum corrosion resistance of
steel connectors in contact with the specific proprietary
preservative treated or fire retardant treated lumber.
3.2.2 Wood: Supporting wood members to which these
connectors are fastened must be solid sawn lumber, glued -
laminated lumber, or engineered lumber [such as
Laminated Veneer Lumber (LVL), Parallel Strand Lumber
(PSL), and Laminated Strand Lumber (LSL)] having
dimensions consistent with the connector dimensions
shown in this report. Unless otherwise noted, supporting
wood members and supported members must have an
assigned minimum specific gravity of 0.50 (minimum
equivalent specific gravity of 0.50 for engineered lumber),
except as .noted in Table 5 for the SPH stud plate tie
connectors, which provides values for which lumber
members having assigned minimum specific gravities of
0.50 and 0.55 are required; and Table 7 for the SSP and
DSP stud -to -plate tie connectors, which permits lumber
having assigned minimum specific gravities of 0.50 and
0.43. The lumber used with the connectors described in
this report must have a maximum moisture content of 19
percent (16 percent for engineered lumber) except as
noted in Section 4.1.
The thickness of the wood members must be equal to or
greater than the length of the fasteners specified in the
tables In this report, except if noted otherwise in the tables
and accompanying footnotes in this report, or as required
by wood member design, whichever controls.
3.2.3 Fasteners: Bolts, at a minimum, must comply with
ASTM A36 or A307. Nails used for connectors,, straps, and
ties described in this report must comply with ASTM F1667
and have the fallowing minimum dimensions and bending
yield strengths (Fyb):
ESR-2613 I Most Widely Accepted a - __usted Page 3 of 11
-
FASTENERS_
NAIL
—DIAMETER. _
(inch)
NAIL
_LENGTH—
(inches)
P
-(Ps9
8d x 1%
0.131
ill,
100,000
8d
0.131
2%
100,000
10d x 1%
0.148
1'/z
90,000
10d
0.148
3
90,000
For 51: 1 inch = 25A mm.
Fasteners used in contact with preservative treated or
fire retardant treated lumber must comply with Section
2304.10.5 of the 2015 IBC, Section 2304.9.5 of the 2012,
2009 and 2006 IBC, Section R317.3 of the 2015, 2012 and
2009 IRC or Section R319.3 of the 2006 IRC, as
applicable. The lumber treater or this report holder
(Simpson Strong -Tie Company) should be contacted for
recommendations on minimum corrosion resistance of
fasteners and connection capacities of fasteners used with
the specific proprietary preservative treated or fire
retardant treated lumber.
4.0 DESIGN AND INSTALLATION
4.1 Design:
The tabulated allowable loads shown in this report are
based on allowable stress design (ASD) and include the
load duration factor, Co, corresponding with the applicable
loads in accordance with the National Design
Specification® for Wood Construction (NDS).
Tabulated allowable loads apply to products connected
to wood used under dry conditions and where sustained
temperatures are 100°F (37.8°C) or less. When products
are installed to wood having a moisture content greater
than 19 percent (16 percent for engineered wood
products), or when wet service is expected, the allowable
loads must be adjusted by the wet service factor, CM,
specified in the NDS. When connectors are installed in
wood that will experience sustained exposure to
temperatures exceeding 100OF (37.80C), the allowable
loads in this report must be adjusted by the temperature
factor, Ct, specified in the NDS.
Connected wood members must be analyzed for load -
carrying capacity at the connection in accordance with the
NDS.
4.2 Installation:
Installation of the connectors must be in accordance with
this evaluation report and the manufacturers published
installation instructions. In the event of a conflict between
this report and the manufacturers published installation
instructions, this report governs.
4.3 Special Inspection:
4.3.1 Main Wind -farce -resisting. Systems under the
IBC: Periodic special inspection must be conducted for
components within the main wind-farce-resisfing system,
where required in accordance with Sections 1704.2 and
1705.11 of the 2015 IBC, Sections 1704.2 and 1705.10 of
the 2012 IBC, Sections 1704 and 1706 of the 2009 IBC,
and Section 1704 of the 2006 IBC.
4.3.2 Seismic -force -resisting Systems under the IBC:
--Periodic—special--inspection--must --be—conducted—for--- -
components within the seismic -force -resisting system, in
accordance with. Sections 1704.2 and 1704.12 of the 2015
IBC, Sections 1704.2 and 1705.11 of the 2012 IBC, and
Sections 1704 and 1707 of the 2009 and 2006 IBC.
4.3.3 Installations under the IRC: Special inspections
are normally not required for connectors used in structures
regulated under the IRC. However, for components and
systems requiring an engineered design in accordance
with IRC Section R301,.pedodic special inspection must be
in accordance with Sections 4.3.1 and 4.3.2 of this report.
5.0 CONDITIONS OF USE
The Simpson Strong -Tie Hurricane and Seismic Straps
and Ties described in this report comply with, or are
suitable alternatives to what is specified in, those codes
listed in Section 1.0 of this report, subject to the following
conditions:
5.1 The connectors must be manufactured, identified and
installedin accordance with this report and the
manufacturers published installation instructions. A
copy of the instructions must be available at the
jobsite at all times during installation.
5.2 Calculations showing compliance with this report must
be submitted to the code official. The calculations
must be prepared by a registered design professional
where required by the statues of the jurisdiction in
which the project is to be constructed.
5.3 Adjustment factors noted in Section 4.1 and the
applicable codes must be considered, where
applicable.
5.4 Connected wood members and fasteners must
comply, respectively, with Sections 3.2.2 and 3.2.3 of
this report.
5.5 Use of connectors with preservative or fire retardant
treated lumber must be in accordance with Section
3.2.1 of this report. Use of fasteners with preservative
or fire retardant treated lumber must be in accordance
with Section 3.2.3 of this report.
6.0 EVIDENCE SUBMITTED
Data in accordance with the ICC-ES Acceptance Criteria
for Joist Hangers and Similar Devices (AC13), dated
February 2017.
7.0 IDENTIFICATION
The products described in this report are identified with a
die -stamped label or adhesive label indicating the name
of the manufacturer (Simpson Strong -Tie), the model
number, and the number of an index evaluation report
(ESR-2523) that is used as an identifier for the products
recognized in this report.
ESR-26131 Most WidelyAccepted a, _ iysted Page 4 of 11
TABLE1—HURRICANE TIES
- - ---FASTENERS.— "��--�'---"-
(Quantity -Type)
' ` �" `-"--A6l:OWABLE�EOAOS''T -` - ----- � --
- (lbs).
MODEL
NO:
-
- ._
To Rafter
To Plates
-.
To Stud
..
Connection.
Configurations a
. U lift''
P
Cm=1.6
-
Lateral?-7
C,=1.6• '
F,
Fo
H1
6-8dx 1%
4-8d
—
1
545
510
190
H10A
9-10d x V/2
9-_10d x 1'/z
—
1,040,
'565
285
H10-2
6-10d
6-10d
—
655
430
355
' •H2.5A
=5--8d .,
'.i .- S-8d. :";'
-...-.. - ..
2
--- 565' -
910
- " 1110:.
H3
4-8d
4-8d
—
435
210
170
HS
4-8d
- 4-8d
—
440
100
225
—
4-8d
4-8d
3
330
—
—
H4
"d
4-8d
—
4
330
140
175
_•146
8-8d
8--8d
5
t230
—
— '
H7Z
4-8d
2-8d
8-8d
6
830
410
—
For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N.
'Allowable loads are for one anchor installed to a minimum nominal 2xsupported and minimum nominal 2x supporting wood member. A rafter
minimum actual thickness of 2% Inches must be used when framing anchors are installed on each side of the rafter and on the same side of
the plate.
'Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows:
Design Uplift / Allowable Uplift +
Design Lateral Parallel to Plate / Allowable lateral Parallel to Plate +
Design Lateral Perpendicular to Plate / Allowable Lateral Perpendicular to Plate 5 1.0.
The three terms in the unity equation consider all possible forces that the hurricane tie maybe designed and installed to resist. The number of
terms that must be considered for simultaneous loading is determined by the registered design professional and is dependent on the method
of calculating wind forces and the assumed load path that the connector is designed to resist.
'"Connection Configurations" shown in Figure tc (next page) indicate the load directions F, and Fi, and are details showing connector
installations on the outside of the wall for clarity. Installation on the inside of the wall is acceptable to achieve the tabulated allowable loads.
"Connections In the same area (i.e. truss to plate connector and plate to stud connector) must be on installed on the same side of the wall to
achieve the tabulated allowable uplift loads and ensure a continuous load path.
sAloowable uplift loads have been Increased for wind or earthquake loading, and no further increase is allowed. Allowable loads must be
reduced when other load durations govem.
oAloowable lateral loads in the F, direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking
required by code to laterally support the ends of joists/rafters.
'Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter
members.
16 oHm�
0
0
4�0
23,16 a m
H1 tit H2.SA H3
FIGURE la —HI, H2.5A, AND H3 HURRICANE TIES
ESR-2613 [ Most Widely Accepted a, usted Page 5 of 11
H5 H6
H6 Stud to
Double Tol
Plate
Installation
H7Z
FIGURE 1b—H4, H5, H6, H7Z, H10A AND H10-2 HURRICANE TIES
t%
❑j HI Installation
(H10A and 1-170-2 similar)
I
H4 Installation
H6 Stud to
Band
Joist
Installatia
H2.5A Installation
(Nails Into both top plates)
(H3 and HS similar)
0 F,
H4 lnstalla0on
(Nails Into upper top plate)
UwaminMam
Vahm Ad nalb
a1sslGe ollaosa
tram
r@
r,
�'-bVaV
Val4
Imo Vlatee.
Nio
F\Voids
6
coos
H7Z Installation
FIGURE 1c—CONNECTION CONFIGURATIONS OF HURRICANE TIE INSTALLATIONS SPECIFIED IN TABLE 1
ESR-2613 I Most Widely Accepted at vsfed Page 6 of 11
TABLE 2—HS24 HURRICANE TIE
F}CS7ENERS'(Quantity-Type)
T ALLOWABLE LOADS(lbs); Co=1.6
MODEL'
. 'NO.
• To Rafter or Truss
To Double Top Plate.
- UPlift'
Lateral''•'' '
_
Fr
_ F21
8-8d x 1r/2 & 2-8d (slant)
8-8d
605
645
1,100
HS24
8-8d x 1 %
8-8d
625
625
680
For SI: 1 inch = 25.4 mm, 1 Ibs = 4.5 N.
"Slant* nailing refers to 8d common nails installedas toenails on each side of the connector. The nails must be driven through the connector
at an angle approximately 30' with the rafter/truss member with the nail penetrating through the rafter/truss member into the wood double top
plate.
The uplift loads have been Increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when
other load durations govern.
'Allowable lateral loads In the Fi direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking
required by code to laterally support the ends of joists/rafters.
'Additional shear transfer elements must be considered the connector Installation induces cross grain bending or tension of the miss or rafter
member.
'Fj load direction is parallel to plate, and F2 load direction is perpendicular to plate.
1�•
eso • e
• • HS24 Dimensions
ae • 23% U.S. Patents
�y+ •� 5,603,580
•
HS24 Installation and Allowable Load Directions
FIGURE 2—HS24 HURRICANE TIE
ESR•2613 I Most Widely Accepted a, usted Page 7 of 11
TABLE 3—LTS, MTS, AND HTS TWIST STRAPS
J TWIST
SERIES
•' .,
'MODEL
NO.
,'
STRAP'
LE(in)
'-"
TOTAL QUANTITY OF FASTENERS''
. ALLOWABLE UPLIFT L'OADS'•':(Ibs), -
When Installed
.with 10d,Common
Nails-
When Installed,
with tOdxl'Iz .
Common Nails-
- When Installed with 10d
. Commorr.Natls
Wheminstalledlwith-
10dxV CommowNalls
Ca=1.6''
_ CD='11.6,
LTS°
LTS12
12
12
12
660
800
LTS16
16
LTS18
18
LTS20
20
_
MTS'-
- MTS127.
'.'. 12 -.,•
:, _
-. 14'.
,.
.14 -'
...
., -
990
990 ,.
MTS16
'16 =-
MTS18'.
.18'
MTS20.•'.
20
MTS30;
30
HTS16
16
16
16
1,310
1,310
HTS'
HTS20
20
20
24
1,310
1,310
HTS24
24
HTS28
28
HTS30
30
HTS30C
30
For SI: 1 inch = 25A mm, 1 Ibs = 4.45 N
'Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load.
Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code.
'Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be
reduced when other load durations govern.
°Each model of the LTS and MTS twist strap series (except for the MTS30) has more nail holes than the minimum quantity of nails specified in
the table.
5HTS30C has the.twist in the center of the strap length
1'Typ.
11/a'
LTS12
(MTS and HTS Similar)
Typical MTS Installation —
Rafter to Stud
FIGURE 3—TWIST STRAPS
Typical MTS Installation
Truss to Double Top Plate
ESR•2613 I Most Widely Accepted i . dusted Page 8 of 11
TABLE 4—LFTA LIGHT FLOOR TIE ANCHOR'
LFTALANCHOR DIMENSIONS (in) .•
FASTENERS'_
• (Ouanllty. Type)
ALLOWABLE TENSION'LOAD'14'(Ibs) 11
CD =, 1.6'
MODEL NO.
•
Strale Width (W)
Clear Span
Overall Length (L)
LFTA
1 2'la
J 17
38%
1 16-10d Common
1,325
For SI: 1 inch = 25.4mm, 1 Ibs = 4.45 N.
'The LFTA anchor is used to transfer tension forces between vertically aligned wood studs across floor framing with floor joists having a
maximum nominal depth of 12 inches.
Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load.
Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code.
4Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be
reduced when other load durations govern.
FIGURE 4—LFTA LIGHT FLOOR
TIE ANCHOR
ESR-2613 I Most Widely Accepted a' 'Usted Page 9 of 11
TABLE S—SP AND SPH STUD PLATE TIES
'
- -CONNECTOR
DIMENSIONS,(in) -
` ,; -FASTENERS',—.`-'`--ALLOWABLE
,•, (Quantity
-Type), .;
UPLIFT LOAD82-"—,-
-_ - '(Ibs)
CONNECTOR
• SERIES
`MODEL'
'• No.
•
• I
.(L)
. To Stud
To�Plate
.•
-
S:G:-= 0.50
-
-0:55�
.S.G:-
SP1
-
-
6-10d
4-10d
555
555
SP2
—
—
6-10d
- 6-10d
1,010
1.010
SP4
3'/16
T!a
6-10d x 1 %
—
825
825
6-16d x 2'!2
—
850
850
SP
SP6
5°/is
72/<
6-10d x 11/2
—
825
825
6-16d x 2'/2
—
aso
aso
SPB
7s/�s
95/16
6-10d x 11/2
—
825
825
6-16d x 2%
—
850
850
.. •, _:.
. SPH4 '
3'/rs
'
' 81/a
�10-10d�x 1'/z.
'—
— -
1,040 -
12-10d7x 1%,
• •
1;280i
_ . 1',175
SPH
' SPH6
59/is
9'/a 1
10-10d'x 1'/z
—
—
'� 1,040
`I2-10d x 1'/z
—
1,280
1L415
•
SPHB
•7slis
8a/a,..
:11
_ -1,175
.12-10d.:c1'/i•
1,280 -
1,416
For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N.
'For Models SP1 and SP2, one 10d common stud nail must be installed as a toenail. It must be driven through the connector at an angle
approximately 30° with the stud with the nail penstraling through the stud into the wood sill plate. (See detail on this page entitled 'SP1 Nailing
Profile..")
2Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code.
'Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase Is allowed. Allowable loads must be
reduced when other load durations govern.
°Allowable uplift loads are given for wood assemblies consisting of lumber having an assigned specific gravity (S.G.) of 0.50, such as Douglas
fir-4arch, and 0.55, such as southern pine.
�2x7 I
Aw
L
SP11SP2
Typical SPH4 Installation:
Stud to Wood SIII Plate
(SP4 Similar)
SP2 Installation: SP1 Nailing, Profile
Stud to Double Top Plate
SP1 Installation:
Stud to Sill Plate Typical SP4 Installation:
Double Top Plate to Stud (SPH Similar)
FIGURE S—SP AND SPH STUD PLATE TIES
ESR-2613 I Most Widely Accepted a', _ 'vsted Page 10 of 11
TABLE 6-RSP4 REVERSIBLE STUD PLATE CONNECTOR'
..
,., —. .
' ,(Quan ity Type)
....
ALLOWABLE' LOADS''z,(Ibs) Co = CC
'-- -
MODEL
• NO•'.
To Stud
:To.Plate
_
-
�ConnectiowConfigurallonl"
Uplift -
r 'Laterals.
� F:
_ Fs:..
F2SP4
4�d x 1 /z
4-Sd x 1 /z
Stud to Double Top Plate
390
165
245
Stud to Sill Plate
245
165
225
For SI: 1 inch = 25A mm, 1 Ibs = 4.45 N.
'Refer to Figure 6a for overall dimensions of the RSP4 plate connector.
TTabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
'Tabulated allowable loads have been Increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be
reduced when other load durations govern.
'Refer to Figure 6b and 6o for connection configurations.
sF, load direction is parallel to plate, and Fz load direction is perpendicular to plate.
11 1
c o
o a
EII;
0
FIGURE 6a-RSP4 STUD
PLATECONNECTOR
DIMENSIONS
FIGURE 6b-RSP4 INSTALLATION: FIGURE 6o-RSP4 INSTALLATION:
STUD TO DOUBLE TOP PLATE STUD TO SILL PLATE
U.S. PATENT 5,697,725
TABLE 7-SSP AND DSP STUD PLATE TIE CONNECTORS
FASTENERS
ALLOWABLE UPLIFT LOAD$'•z'z'"'(Ibs) "
MODEL
. '_• (QuantityTl/Pe).. .; • . ,: �. ,,
- ;Co=1.6, .,
:NO.
Studs ,,'Double
Top Plate
•
'.-.
Sill Plate''
Double Top Plate
SiI1)Plate
--- -
B.G. = OS0' _
S:G..= 0:50'
-
&G. = 6.43�
SSP
4-tOd x 1'/z
3-10d x 1'/2
-
330
-
-
-
1-10d x 02
-
395
310
3-10d
-
410
-
-
4 10d
-
1-10d
-
430
400
DSP
6-10d:x 1'/2
- -
730,
T -
-
'2-10d x 1%-
-
620
'515,
For SI: 1 inch = 25.4mm, 1 Ibs =4.45 N.
'Tabulated allowable uplift loads have been increased for wind or earthquake loading no further increase allowed. Reduce loads when other
load durations govem.
'When cross -grain bending or cross -grain tension cannot be avoided, mechanical reinforcement to resist such forces should be considered.
'For Sill Plate allowable uplift loads, all round nail holes in the connector must be filled with the specified quantity and type of nails.
°For Double Top Plate allowable uplift loads, all round and triangular nail holes the tie connectors must be filled with the specked quantity and
type of nails.
Nlt;fil
�14b�
6111,e
N
h—?.iy •
SSP
DSP
U.S. Patent
U.S. Patent
7,065,932
7,065,932
7,356,973
7,356,973
SSP Installation:
Single Stud to Sill Plate
FIGURE 7-SSP/DSP STUD PLATE TIES
DSP Installation:
Double Stud to Double Top Plate
ESR-2613 I Most Widely Accepted'. rusted Page 11 of 11
TABLE 8—HGT HEAVY GIRDER TIEDOWN CONNECTORS'"
`
MODEL" a�
NO.•
HGTCONNECTOR
, , � WIDTH_ �� -.
OM
' (in.)
DISTANCE BETWEEN',
THREADED RODS
(on center).
.,(inches)
FASTENERS
(Quantity —Type)'. --
ALLOWABLE : UPLIFT
LOADS',,
• Co=116 '
_ (Ibs);
-Threaded Roilr•e
To Multiply Truss
- •
HGT-2
35/„
04
2-5/,- Dla.
16-10d
10,345
'HGT-3
4'5/„
7'/e
2-5/s",Dias•
"._ 16-10d _
--10,440
HGT-4
69/16
9
2—s/e Dia.
16-10d
11.395
For SI: 1 inch = 25Amm, 1 Ibs = 4.45 N.
'The HGT connector can accommodate top chord slopes from minimum 3:12 (14°) to maximum 8:12 (34°) and are provided with crescent
washers for sloped top chard installations.
'Ail elements of the tie -down assembly (multi -ply trusses, vertically aligned wood studs/posts, and the full -height threaded rods) must be
designed to resist applied loads.
'The HGT-2, HGT-3, and HGT-4 connector attaches to the heel joint of a two-ply, three-ply, and four -ply wood truss, respectively, where each
qthickness Is nominal 2 inches.
When the HGT-3 is used with a two-ply truss, shimming is required, and the shimming material must be similar (thickness and grade of
lumber) as the truss member material. Additionally, the entire assembly must be designed by a registered design professional to act as. one
unit.
'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
6The uplift loads have been increased for wind or earthquake loading with no further increase is allowed. Reduce loads when other load
durations govern.
'Full -height threaded rods are shown in Figure 8 for illustration purposes only, as one method of transferring the design load from the HGT
connector to the foundation. The threaded rod material specifications must be specified by the registered design professional.
aTwo LBP 5/,inch washers must be installed on top of each crescent washer. LBP washers and crescent washers are required. Crescent
washers are supplied with the connector. LBF1%washers are available from Simpson Strong -Tie Company, and are 2-inch square by 9/winch
thick galvanized steel washers with a center bolt hole to accommodate a 5/,-inch diameter threaded bolt/rod.
HGT-2
(HGT-3 and HGT-4 similar)
Install two LBPe'e washers
on top of each crescent washer
(total four W washers) for wood
installation. All washers and
crescent washers are required.
Crescent washers are supplied.
Typical HGT-3 Installation with full height
threaded rod. The design of the threaded rod,
Including any necessary hardware or shrinkage
compensating devices, is outside the scope of
this report.
FIGURE 8—HGT HEAVY GIRDER TIEDOWN CONNECTOR
ICC
EVALUATION
SERVICE
Certification of Independence for Evaluation
ICC Evaluation Service, LLC
Western Regional Office
3060 Saturn Street, Suite 100
Brea, CA 92821
t: 1.800.423.6587, ext. 1
f: 562.695.4694
w Jcc-es,org
1) ICC Evaluation Service, LLC, does not have, nor does it intend to acquire or will it acquire, a
financial interest in any company manufacturing or distributing products for which evaluations are
issued.
2) ICC Evaluation Service, LLC, is.not owned, operated or controlled by any company
manufacturing or distributing products it evaluates.
3) ICC Evaluation Service, LLC, does not have, nor will it acquire, a financial interest in any
company manufacturing or distributing products for which reports are being issued.
4) ICC Evaluation Service, LLC, does not have, nor will it acquire, a financial interest in any other
entity involved in the approval process of the product.
'l t-tls - l ts-
Shahin Moinian, President
ICC Evaluation Service, LLC
SCANNEIF (TERIOR RESEARCH & DESIGN, I.I.C.
BY CertiRcate of Authorization U95o3
ERD St. Lucie County 353 CHRISTIAN STREET, UNIT#13
OXFORD, Ci 06478
(203)262-9245
Owens Corning
One Owens Corning Parkway
Toledo, OH 43659
(740)404.7820
Evaluation Report 03794O.02A2.R8
FL10674-R13
Date of Issuance: 02/06/2012
Revision 8: 10/09/2017
SCOPE:
This Evaluation Report is issued under Rule 61620-3 and the applicable rules and regulations governing the use of
construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen,
P.E. for use of the product under the Florida Building. Code and Florida Building Code, Residential Volume. The
products described herein have been evaluated for compliance with the 61h Edition (2017) Florida Building Code
sections noted herein.
DESCRIPTION: Owens Corning Asphalt Roof Shingles
LABELING: Labeling shall be in accordance with the requirements the Accredited quality Assurance Agency noted
herein and FBC 1507:2.7.1 / R905 2.6.1.
CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the
referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change.
Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the
product changes or the referenced quality Assurance documentation changes. Trinity]ERD requires a complete
review of this Evaluation Report relative to updated Code requirements with each Code Cycle.
ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity ERD Evaluated" may be displayed in
advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety.
INSPECTION: Upon request, a copy of this entire Evaluation.Report shall be provided to the user by the manufacturer or
its distributors and shall be available for inspection at the job site at the request of the Building Official.
This Evaluation Report consists of pages 1 through 8. -
Prepared by:
Robert J.M. Nieminen, P.E.
Florida Registration No. 59266, Florida DCA ANE1983
Thefacsimile seal appearing was authorized by Robert
Nleminen, P.E. on 10/09/2017. This does not serve as an
electronically signed document
CERTIFICATION OF INDEPENDENCE:
1. Trinity I ERD does not have, nor does It intend to acquire or will It acquire, a financial Interest in any company manufacturing or
distributing products It evaluates.
2. Trinity) ERD Is not owned, operated or controlled by any company manufacturing or distributing products it evaluates.
3. Robert Nieminen, P:E. does.not have nor will acquire, a financial Interest in any company manufacturing or distributing products for
which the evaluation reports are being Issued.
4. Robert Nieminen, P.E. does not have, nor will acquire, a financial Interest in any other entity involved in the approval process of the
product.
5. This Is a building code evaluation. Neither Trinityl ERD nor Robert Nieminen, P.E. are, In any way, the Designer of Record for any
project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained
specifically for that purpose.
ROOFING SYSTEMS EVALUATION:
1. SCOPE:
TPJN8TYI ER®
Product Category: Roofing
Sub -Category: Asphalt Shingles
Compliance Statement: Owens Corning Asphalt Roof Shingles, as produced by Owens Corning, have demonstrated
compliance with the following sections of the 6th Edition (2017) Florida Building Code and Florida Building Code,
Residential Volume through testing in accordance with the following Standards. Compliance is subject to the
Installation Requirements and Limitations / Conditions of Use set forth herein.
2. STANDARDS:
Section
Pro a
Standard
Year
1507.2.5, R905.2.4
Physical Properties
ASTM-D3462
2010
1507.2.7.1, R905.2.6.1
Wind Resistance
ASTM D3161
2016
1507.2.7.1, R905.2:6.1
Wind Resistance
ASTM D7158
2011
3. REFERENCES:
Emily.Examination
Reference
Date
UL LLC (CER9626)
Physicals Si Wind Resistance
File R2453, Vol. 3
02/15/2007
UL LLC (CE0626)
Physicals &,Wind Resistance
20120516-R2453
05/16/2012
UL LLC (TST9626)
Physical Properties
06CA20263
04/18/2006
UL LLC(TST9628)
Wind Resistance
IICA34308
02/18/2012
UL LLC (TST9628)
Physicals & Wind Resistance
4786093137
07/01/2014
UL LCC(TST9628)
Wind Resistance
4786126532
02/10/2014
UL LLC (T5T9628)
Physical Properties
Classification letter
02/13/2014
UL LLC(TST9628)
Physical Properties
Classification letter
10/02/2015
Miami-Dade.(CER1592)
FBC HVHZ Compliance
Various NOAs
Various
UL LLC (QUA9625)
Quality Control
Service Confirmation
Exp. 05/16/2020
4. PRODUCT. DESCRIPTION:
4.1 Asphalt hingles:
4.1.1 Classic .and Supreme are fiberglass reinforced, 3-tab asphalt roof shingles.
4.1.2 Berkshire are fiberglass reinforced, 4-tab asphalt roof shingles.
4.1.3 Devonshire"' are fiberglass reinforced, 5-tab asphalt roof shingles.
4.1.4 Duration., TruDefinition Duration, Duration* Premium Cool, TruDefinition Duration* Designer Color
Collection, TruDefinition Oakridge�, Oakridge and WeatherGuard* HP are fiberglass reinforced, laminated
asphalt roof shingles.
4.2 Hip & Ridge Shin -[as.
4.2.1 Berkshire Hip & Ridge Shingles, High Ridge, WeatherGuard HP Hip & Ridge Shingles, ProEdge Hip & Ridge
Shingles and Duraltidge"' Hip & Ridge Shingles are fiberglass reinforced, hip and ridge asphalt roof shingles.
4.3 Accessory Starter Strips:
4.3.1 Starter Strip Shingle, Starter Strip Plus and Starter Shingle Roll are starter strips for asphalt roof shingles.
S. LIMITATIONS:
5.1 This is a building code evaluation. Neither Trinity]ERD nor Robert Nieminen, P.E. are, in any way, the
Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used
for permitting or design guidance unless retained specifically for that purpose.
5.2 This Evaluation Report is not for use in FBC HVHZ jurisdictions.
5.3 Fire Classification is not part of this Evaluation Report, refer to current Approved Roofing Materials Directory
for fire ratings of this product.
Exterior Research and Design, LLC. Evaluation Report O37940.02.ILR8
Cert1/kore ojaurhoroatlan e5503 a EDITION (2017) FBC NON-HVHZ EVALUATION FUOSMR13
Owens Coming Asphalt Roof Shingles Revision 8: 10/09/2017
Page 2 of 8
v TPJNI PIER®
5_4 Wind.Classifiration:
5.4.1 All Owens Corning; asphalt shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1
and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable
for use in all wind zones up to V„d = 150 mph (Vnn = 194 mph). Refer to Section 6 for installation
requirements to meet this wind rating.
5.4.2 All Owens Corning hip & ridge shingles, Starter Strip Shingle and Starter Strip Plus noted herein are
Classified in accordance with FBC Tab !as and R905.2.6.1 to ASTM D3161, Class F, indicating the
shingles are acceptable for use in all wind zones up to V,,d =15o mph (Volt =194 mph). Refer to Section 6 for
installation.requirements to meet:this.Wind rating.
5.4.3 Classification by ASTM D7158 applies to exposure category B or C, as defined in FBC 1609.4.3, and a.mean
roof height of 60 feet or less. Calculations.by a qualifeii design professional are required for conditions
outside these limitations. Contact the shingle manufacturer for data specific to each shingle.
5.4.4 Refer to Owens Corning published information on wind resistance and installation limitations.
5.5 All products in the roof assembly shall have quality assurance audit In accordance with F.A.C. Rule 611320-3.
6. INSTALLATION:
6_i Underlavment:
6.1.1 Underlayment shall be acceptable to Owens Corning and shall hold current Florida Statewide Product
Approval, or be Locally Approved per Rule61G20-3, per FBC 1507.2.3,1507.2.4 or R905.2.3.
6_2 Asphalt Shingles:
6.2.1 Installation of asphalt shingles shall comply With the Owens Corning current published instructions, using
minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or R90S.2.6, with the following
exceptions:
➢ Berkshire shingles require minimum five (5) nails per shingle.
D WeatherGuard' HP shingles require minimum six (6).nails per shingle.
➢ De6onshirer" shingles require minimum six (6) nails per shingle.
➢ Starter Strip Shingle and Starter; Strip Plus require minimum five (5) nails per strip.
Refer to Owens Corning published Information on wind resistance and installation limitations.
6.2.2 Fasteners shalt be in, accordance with the manufacturer's published requirements, but not less than FBC
1567.2.6 or R905.2.5. Staples are not permitted.
6.2.4 Where the ,of slope exceeds 21 units vertical in 12 units horizontal, special methods of fastening are
required. See figures'belowfor details.
6.2.5 Minimum Nailing — StarterStrip Shingle and Starter Strip Plus:
Exterior Research and Design, U.C. Evaluation Report 037940,02.12-RS
eem/rwee o)Aod,arkadan /l9503 6'" EDITION (2017) FBC NON-WK EVALUATION FL10674•1113
Owens Coming Asphalt Roof Shingles Revision 8: 10/09/2017
Page 3 of 8
6.2.6 Minimum Nailing— Classice&Supreme:
Ampars
v m;'
6.2.7 Minimum Nailing — Berkshire®:
Standard Fastening Pattern
�TRJNITYJERD
named A gisplil'
s pV
�.r<rirJ�l\T7T,"ii Yam'® �Qa,� i
&ahntet0p
- fellnWetltsior
Cie air
T
2' AsyM1eM roo0i0oement
CaronmOuuWotlaesteCc
Mansard or Steep Slope Fastening Pattern
Pattern
EUMdor Research and Design, LI.C. Evaluation Report 037940.02.12•Ra
ceropcate GrAvthorhotion 09503 dm EOmON)2017)FBC NON-HVHZ EVALUATION FL10674-R13
Owens Coming Asphalt Roof Shingles Revisl0n 8: 10/09/2017
Page 4 of 8
6.2.8 Minimum Nailing —Devonshire"':
5518' wpm
Espodd0n't45brepulp
♦v
6.2.9 Minimum Nailing — Duration®, TruDeflnitionIs Duration, Duration® Premium Cool & TruDeflnition
Duration :Designer Color,Collection:
b-Nall Fastening Pattern
Pattern
Exterior Research and Design, LLC. Evaluation Report 037940.02.12-Re
Ce.rtnaro ofAurhodkodan 05503 6'"EDMON 12017)FBC NON-NVFQ EVALUATION FL10674-R13
Owens Coming Asphalt Roof Shingles Revision 8: 10/09/2017
Page 5 of 8
6.2.1 Minimum Nailing —TruDefinition Oakridge®, OakridgeO:
C NaIIPdtom
EsgjtsiM:4 claws
ncanoar0 Fastening Pattern
TRINITYi ER®
6-Nall-Fastening Pattern
FnLning rm elopn.GMtBrTh2n 2112
. Yi4AT�a1
p it
ws• sar � I ..
Iaa1.OpY y11y11N � Cam!
Mansard or Steep Slope Fastening Pattern
6.2.1 Minimum Nailing — WeatherGuard® HP:
ilnpls'f1drHlwo
grer�.en,7r -
iY:i r fii ..
Exterior Research and Design, LLG Evaluation Report 037940.02.12-R8
Certylwte ofaumonmuan 89509 6'" EDITION (2017) FBC NON-HVH2 EVALUATION F1.106741113
Owens Coming Asphalt Roof Shingles Revision 8: 10/09/2017
Page 6 of 8
L. Hip & Ridge Shingles, \11iTR N1TYIERD
6:3.1 Installation of Berkshlre Hip and Ridge Shingles, High Ridge, WeatherGuard HP Hip and Ridge Shingles
and ProEdge Hip & Ridge Shingles shall comply with the Owens Corning current published instructions,
using four (4) nails per shingle. Installation of DuraRidge"' Hip & Ridge Shingles shall comply with the
Owens Corning current published Instructions, using two (2) nails per shingle. Refer to Owens Corning
published information on wind resistance and installation limitations, including the use of hand -sealing for
wind warranties.
6.3.2 Fasteners shall be in accordance with the manufacturer's published requirements, but not less than FBC
1507.2.6,or.R905.2:5. Staples are not permitted.
6.3.3 Minimum Nailing— Berkshire® Hip & Ridge and High Ridge:
6.3.4 Minimum Nailing— WeatherGuard® HP Hip and Ridge:
Plpipbgb'yb
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Exterior Research and Design, U.C. Evaluation Report 037940.02.12.R8
O:rtPcnre QfAuthodrndon 05503 6'" EDITION (2017) FBC NON•HVW EVALUATION FL1OS74•R33
Owens coming Asphalt Roof Shingles Revision 8:10/09/2017
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6.3.5 Minimum Nailing - ProEdge Hip & Ridge, Shingles:
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6.3.6 Minimum Nailing — DuraRidge'" Hip &.Ridge shingles:
Note: The drawings below pertain to minimum, as -tested attachment requirements. Refer to Owens Corning
published installation instructionsfor3helrminimum requirements.
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7. LABELING:
7.1 Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted
herein.
7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC
Table 1507.2.7.1 / R965.2.6.1.
8. BUILDING. -PERMIT REQUIREMENTS:
As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of
this product.
9. MANUFACTURING -PLANTS:
Contact the named QA entity for information on which plants produce products covered by Florida Rule 9N-3 QA
requirements.
10. QUAuTy AssuRANCEENTITy:
ULLLC—QUA9625;(631)546-2458;Kanchi.Agrawala-Dokania@ul.com
- END OF EVALUATION REPORT -
Exterior Research and Design, U.C. Evaluation Report 037940.02.12.RB
CerdPtube o)Authortrodon 09503 6'" EOMON 12017) FBC NON•HVHZ EVALUATION FL10674-R13
Owens Coming Asphalt Roof Shingles Revision 8:10/09/2017
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