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HomeMy WebLinkAboutPRODUCT APPROVAL1/7/2021 Florida Building Code Online
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Product Approval
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Product Approval Menu > product or Application Search > Application List > Application Detail
g,} FL # FL10456-R5
Application Type Revision
Code Version 2020
Application Status Approved
*Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by
the POC and/or the Commission if necessary.
Comments
Archived
Product Manufacturer Simpson Strong -Tie Co.
Address/Phone/Email 2151 S. Airport Drive
McKinney, TX 75069
(800)999-5099 Ext3027
kcullum@strongtie.com
Authorized Signature Admin ICC-ES
es@icc-es.org
Technical Representative Keith Cullum (New)
Address/Phone/Email 2151 S. Airport Dr.
McKinney, TX 75069
(800)999-5099
kcullum@strongtie.com
Quality Assurance Representative
Shelby Short
Address/Phone/Email
5956 W. Las Positas Boulevard
Pleasanton, CA 94588
(800)999-5099
sshort@strongtie.com
Category
Structural Components
Subcategory
Wood Connectors
Compliance Method Evaluation Report from a Product Evaluation Entity
Evaluation Entity ICC Evaluation Service, LLC
Quality Assurance Entity ICC-ES Evaluation Service, LLC
Quality Assurance Contract Expiration Date 01/31/2021
Validated By ICC Evaluation Service, LLC.
Certificate of Independence FL10456 R5 COI ICC-ES Certificate of Independence for Evaluation.pdf
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Standard
AISI S100
ANSI/AWC NDS
ASTM D7147
Approved Evaluation Entity
FL10456 R5 Equiv ESP,-2105.pdf
FL10456 R5 Equiv ESR-2608.pdf
FL10456 R5 Equiv ESR-2613.pdf
Year
2016
2018
2011
hftps://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqudsDrIH6148zA9MCa%2flofYbv2EesrMGrcuJaWAQuP3Jg%3d%3d 1/4
1 /7/2021
Sections from the Code
Florida Building Code Online - - - -- -
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
Go to Page
Method 1 Option C
12/08/2020
12/08/2020
12/12/2020
Page 1 / 2
FL #
Model, Number or Name
Description
10456.1
BT, BTB, BTH
Brick Ties
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL10456 R5 II ESP-2608.pdf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure: N/A
Evaluation Reports
Other: This product has not been evaluated for uplift
FL10456 R5 AE ESR-2608,pdf
resistance.
10456.2
CMST12, CMST14, CMSTCI6
Coiled Straps
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL10456 R5 II ESR-2105.pdf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure: N/A
Evaluation Reports
Other:
FL10456 R5 AE ESR-2105.pdf
10456.3
CS14, CS16, CS18, CS20, CS22
Coiled Straps
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL10456 R5 11 ESR-2105.pdf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure: N/A
Evaluation Reports
Other:
FL10456 R5 AE ESR-2105.pdf
10456.4
CSHP18, CSHP20
Coiled Straps
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL10456 R5 11 ESR-2105.pdf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Design Pressure: N/A
Created by Independent Third Party:
Evaluation Reports
Other:
FL10456 R5 AE ESR-2105.pdf
10456.5
CTS218
Compression/Tension Strap
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL10456 R5 II ESP,-2105.pdf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure: N/A
Evaluation Reports
Other:
FL10456 R5 AE ESR-2105.pdf
10456.6
DSP, SSP, TSP
Stud to Plate tie
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL10456 R5 II ESR-2613.pdf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Design Pressure: N/A
Created by Independent Third Party:
Evaluation Reports
Other: If using DSP with 0.148"x1.5" nails to connect stud to
sill plate, SSP, or TSP to connect stud to sill plate and resist
FL10456 R5 AE ESR-2613.pdf
wind uplift in HVHZ, provide supplemental connectors to
achieve minimum 700 lbs.
10456.7
H1, HSOA, H2.5A, H3, H6, H7Z, H16,
Hurricane Ties
H16S, H16-2, H16-2S
Limits of Use
Installation Instructions
hops://floridabuilding.org/prlpr app_dtl.aspx?param=wGEVXQwtDqudsDrIH6148zA9MCa%2flofYbv2EesrMGrcuJaWAQuP3Jg%3d%3d 2/4
1 712021
Florida Building Code Online
Approved for use in HVHZ: Yes FL10456 R5 II ESR-2613.pdf
Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A Created by Independent Third Party:
Design Pressure: N/A Evaluation Reports
Other: If using H1 or H3 to resist wind uplift in HVHZ, provide FL10456 R5 AE ESR-2613.pdf
two connectors or supplemental connectors to achieve
minimum 700 lbs.
10456.8
HGT-2, HGT-3, HGT-4
Heavy GirderTiedown
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL10456 R5 II ESR-2613.pdf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure: N/A
Evaluation Reports
Other:
FL10456 R5 AE ESR-2613.pdf
10456.9
HS24
Hurricane Tie
Limits of Use
Installation Instructions
Approved for use in HVHZ: No
FL10456 R5 II ESR-2613.pdf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure:. N/A
Evaluation Reports
Other: If used to resist wind uplift in HVHZ, provide
FL10456 R5 AE ESP-2613.pddf
supplemental connectors to achieve minimum 700 lbs.
10456.10
HSS2-SDS1.5, HSS2-2-SDS3, HSS2-
Heavy Stud Shoe
3-SDS3,HSS4-SDS3
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL10456 R5 II ESR-2608.pdf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure, N/A
Evaluation Reports
Other:
FL10456 R5 AE ESR-2608.pdf
10456.11 HST2, HST3, HST5, HST6
Straight Straps
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL10456 R5 II ESR-2105.pdf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure: N/A
Evaluation Reports
Other:
FL10456 R5 AE ESR-2105.pdf
10456.12
HTS16, HTS20, HTS24, HTS28,
Heavy Twist Strap
_
HTS30, HTS30C
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL10456 R5 II ESR-2613.pdf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure: N/A
Evaluation Reports
Other:
FL10456 R5 AE ESR-2613.pdf
10456.13
HTSQI6KTZ, HTSQ20KTZ
Heavy Twist Strap
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL10456 R5 II ESR-2613.pdf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure: N/A
Evaluation Reports
Other:
FL10456 R5 AE ESR-2613.pdf
10456.14
LFTA
Light Floor Tie Anchor
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL10456 R5 II ESR-2613.pdf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure: N/A
Evaluation Reports
Other:
FL10456 R5 AE ESR-2613.pdf
10456.15
LSTA9, LSTA12, LSTA15, LSTA18,
Straight Straps
LSTA2I,LSTA24,LSTA30,LSTA36
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL10456 R5 II ESR-2105.pdf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure: N/A
Evaluation Reports
Other:
FL10456 R5 AE ESR-2105.pdf
hfps://floridabuilding.org/prlpr_app_dti.aspx?param=wGEVXQwtDqudsDrIH6148zA9MCa%2flofYbv2EesrMGrcuJaWAQuP3Jg%3d°/a3d 3/4
1 /7/2021
Florida Building Code Online
1U456.16 LSTI49, LSTI73
Straight Straps
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL10456 R5 II ESR-2105.gdf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure: N/A
Evaluation Reports
Other:
FL10456 R5 AE ESR-2105.pdf
10456.17
LTB20, LTB40
Bridging
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL10456 R5 II ESR-2608.pdf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure:. N/A
Evaluation Reports
Other: This product has not been evaluated for uplift
FL10456 R5 AE ESR-2608.pdf
resistance.
10456.18
LTS12, LTS16, LTS18, LTS20
Light Twist Strap
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL10456 R5 II ESR-2613.pdf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure: N/A
Evaluation Reports
Other: If used to resist wind uplift in HVHZ, provide
FL10456 R5 AE ESR-2613.pdf
supplemental connectors to achieve minimum 700 lbs.
10456.19
MGT
Medium Girder Tiedown
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL10456 R5 II ESR-2613.pdf
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure: N/A
Evaluation Reports
Other:
FL10456 R5 AE ESR-2613.pdf
10456.20
MST27, MST37, MST48, MST60,
Straight Straps
MST72
Limits of Use
Installation Instructions
Approved for use in HVHZ: Yes
FL10456 R5 II ESR-2105.pdr
Approved for use outside HVHZ: Yes
Verified By: ICC Evaluation Service, LLC
Impact Resistant: N/A
Created by Independent Third Party:
Design Pressure: N/A
Evaluation Reports
Other:
FL10456 R5 AE ESR-2105.pdf
Go to Page Page 1 / 2
��4:s r�raxt
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824
The State of Florida is an AA/EEO employer. LORY—ri 2007-2013 State of Florida :: Privacy Statement :: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic
mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1),
Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Departmentwith an email address if they have one. The emails
provided may be used for official communication with the licensee. However email addresses are public record. If you do not wishto supply a. personaladdress, please
provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here .
Product. Approval Accepts:
."' M Ek
Crediti
Safe
stlrit III) i Ics ,
hftps:llfloridabuilding.org/prlpr app_dtl.aspx?param=wGEVXQwtDqudsDrIH6148zA9MCa*/e2flofYbv2EesrMGrcuJaWAQuP3Jg%3d%3d 4/4
Evaluation Report
Reissued June 2020
Revised November 2020
This report is subject to renewal June 2021.
www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council®
DIVISION: 06 00 00—WOOD, PLASTICS, AND
COMPOSITES
Section: 06 05 23—Wood, Plastic, and Composite
Fastenings
REPORT HOLDER:
SIMPSON STRONG -TIE COMPANY INC.
EVALUATION SUBJECT:
SIMPSON STRONG -TIE® HURRICANE AND SEISMIC
STRAPS AND TIESFOR WOOD FRAMING
1.0 EVALUATION SCOPE
Compliance with the following codes:
■ 2018, 2015, 2012, 2009 and 2006 Intemational Building
Code® (IBC)
■ 2018, 2015, 2012, 2009 and 2006 International
Residential Code® (IRC)
For evaluation for compliance with codes adopted by the
Los Angeles Department of Building and Safety (LADBS),
see ESR-2613 LABC and LARC Supplement.
Property evaluated;
Structural
2.0 USES
The Simpson Strong -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
2018 and 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 H7Z ties
are formed from No. 16 gage galvanized steel and the H1,
H2.5A, H3, H10A, H16, H16S, H16-2 and H16-2S ties are
formed from No. 18 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/MTSC, and HTS/HTSC Series Twist
Straps: The LTS, MTS, MTSC, HTS, and HTSC series twist
straps are used to anchor wood trusses or rafters to wood
wall double top plates, wood studs, wood beams, or wood
rim boards. The LTS, MTS (MTSC), and HTS (HTSC) 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 fora drawing of an LTS12
twist strap and two typical MTS strap installations.
3.1.4 HTSQ: The HTSQ twist strap is used as a tension
connector between two wood members and is is formed
from No. 14 gage galvanized steel. See Table 4 for strap
model numbers, required fasteners, and the assigned
allowable uplift load. See Figure 4 for a drawing of the HTSQ
strap.
3.1.5 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 5 for anchor
tie dimensions, required fasteners, and the assigned
allowable uplift load. See Figure 5 fora drawing of the LFTA
connector.
3.1.6 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 a wood stud. The SP4, SP6, SP8,
SPH4, SPH6, and SPH8 are 1 t/4-inch-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 6 for SP and SPH
models, connector dimensions, required fasteners, and
allowable uplift loads. See Figure 6 for drawings of the SP1
and SP2 connector, and of typical stud -to -plate connection
details for the SP1, SP2, SP4, and SPH4 connectors.
3.1.7 RSP4 Reversible Stud Plate Ties: The RSP4 tie
plates are used to connect a nominally 2-inch-wide wood
ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed
as an endorsement ofthe subject ofthe 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.
Copyright © 2020 ICC Evaluation Service, LLC. All rights reserved.
A\
6�1
cap ,
Page 1 of 13
ESR-2613 1 Most Widely Accepted and Trusted Page 2 of 13
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 7 for required fasteners and
allowable loads. See Figure 7a for a drawing of the RSP4
connector showing overall dimensions; Figure 7b for a
drawing of a typical RSP4 installation connecting a wood
double top plate to a wood stud; and Figure 7c for a typical
RSP4 installation connecting a wood stud to a wood sill
plate.
3.1.8 SSP, DSP and TSP 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 TSP stud -to -plate connector is used
to provide a positive connection between a wood roof rafter
or wood stud and double top plate, or wood stud and sill
plate of the same wood wall. The SSP and DSP connectors
are fabricated from No. 18 gage galvanized steel. The TSP
connectors are fabricated from No. 16 gage galvanized
steel. See Table 8 for required fasteners and allowable uplift
loads. See Figure 8 for drawings of the SSP, DSP and TSP
connectors showing overall dimensions; a drawing of an
SSP installation connecting a stud to a sill plate; a drawing
of a DSP installation connecting a double wood stud
assembly to a top plate, and a drawing of a TSP installation
connecting a stud to a sill plate.
3.1.9 MGT, HGT, and VGT Girder Tiedown Brackets:
The MGT, HGT, and VGT 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 MGT tiedown bracket consists of a main
structural steel component with prepunched fastener holes
that is installed onto the side of, or wrapped over the top of,
a wood roof truss. The MGT tiedown brackets are fabricated
from No. 12 gage steel and are supplied with the 3/8 inch
(9.5 mm) thick base plate. The HGT tiedown bracket 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). The HGT tiedown brackets are fabricated from
No. 7 gage steel, and are supplied with insert plates and
crescent washers. The VGT is a U-shaped bracket with
prepunched fastener holes in the face flanges. The VGT can
be installed onto the side of roof trusses with slopes up to
8:12 (34 degrees) or on bottom chords designed to transfer
load. The VGTUR have a concealed flange for installation
on rafters or trusses with no overhang. The VGT tiedown
brackets are fabricated from No. 7 gage steel and are
supplied with a crescent washer. 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. See
Table 9 for tiedown brakcet models, bracket dimensions,
fastener schedules, and allowable uplift loads. See Figure 9
for a drawing of the MGT, HGT-2, and VGT tiedown
brackets.
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 and
HTSQ twist straps, the SSP, DSP, and TSP stud -to -plate
ties, the H2.5A, H16, H16S, H16-2, and H16-2S hurricane
ties, and the MGT girder tiedown 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 girder tiedown bracket is fabricated
from ASTM A1011, 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 and MGT
bearing plate 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. 12
0.0975
No.14
0.0685
No. 16
0.0555
No. 18
0.0445
No. 20
0.0335
For SI: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 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 6
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 8
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
ESR-2613 1 Most Widely Accepted and Trusted Page 3 of 13
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. SDS Wood Screws used with
connectors described in Table 4 and Table 9 must be
Simpson Strong -Tie SDS wood screws in ESR-2236. Nails
used for connectors, straps, and ties described in this report
must be bright or hot -dipped galvanized carbon steel nails
complying with ASTM F1667 with the minimum dimensions
and bending yield strengths (Fyb) shown in the following
table. Alternatively, nails of other materials or finishes may
be used when they are recognized in an ICC-ES evaluation
report as having bending yield strength and withdrawal
capacity equal to or better than those of a bright carbon steel
nail of the same nominal diameter.
FASTENERS
NAIL
DIAMETER
(inch)
NAIL
LENGTH'
(inches)
F
(psi)
0.131" x 11/2"
0.131
11/2
100,000
0.131" x 21/2"
0.131
21/2
100,000
0.148" x 11/2"
0.148
11/2
90,000
0.148" x 3"
0.148
3
90,000
For SI: 1 inch = 25.4 mm, 1 psi = 6894.8 Pa.
Fasteners used in contact with preservative -treated or fire -
retardant -treated lumber must be hot -dipped galvanized
carbon steel nails. Alternatively, nails of other materials or
finishes may be used when they are recognized in an ICC-
ES evaluation report for use in the applicable 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, CD, corresponding with the
applicable loads in accordance with the National Design
Spec cation® 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
(37.8°C), the allowable loads in this report must be adjusted
by the temperature factor, C, 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 manufacturer's published
installation instructions. In the event of a conflict between
this report and the manufacturer's published installation
instructions, this report governs.
4.3 Special Inspection:
4.3.1 Main Wind -force -resisting Systems under the
IBC: Periodic special inspection must be conducted for
components within the main wind -force -resisting system,
where required in accordance with Sections 1704.2 and
1705.11 of the 2018 and 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 1705.12 of the 2018
and 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, periodic 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
installed in accordance with this report and the
manufacturer's 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 October
2018.
7.0 IDENTIFICATION
7.1 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.
7.2 The report holder's contact information is the following:
SIMPSON STRONG -TIE COMPANY INC.
5956 WEST LAS POSITAS BOULEVARD
PLEASANTON, CALIFORNIA 94588
(800) 999-5099
www.strongtie.com
ESR-2613 1 Most Widely Accepted and Trusted Page 4 of 13
TABLE 1—HURRICANE TIES
FASTENERS
.;
ALLC3WA4E:LOA0S
(Quantity Typed
{ibsj:
MODEL
Lateral�'
`
NO:
To Rafter,
To Plates
Stu Ta d
Connection
Cap#iguratioins'
Uplift ��
C»=1G
Cn-116
FiF2
H1
6-0.131" x 11/2
4-0.131" x 21/2"
—
�1
470
510
190
—
H10A,
9-0.148" z 1'7f`�;
; 9 0.148" z 1?/z". �
� � �
�
9,Q40, � ;
s65� :
285
H2.5A
5-0.137"x2'/z"
5-0,1317x2z"
=
700
110
lid
H3
4-0.131" x 2'/2"
4-0.131" x 21/2"
—
2
400
210
170
H6
—
8-0.131" x 21/2"
8--0.131" x 2112"
3
1,230
—
—
H7Z ',
40:131";x211z"
,2LO131"X;2'1z"
"8=U.131"x211z"
�4
,83(i
410
H188.9
;Z 0QA48" x 1'/�"
10-0,148" x'1?Lz"
-
370.
H1 Say'
' 2-i1.148"z^illj
1"' 148"x,1 it,"
H98280.'
2-Q.1sF$"x Jz'
_10-0148" z.1'lx"
_ .777
5
Fi16-2Sg
2-0.148" x 1 �Iz'
-10-0:1A8" x 1'tz".
—
1,370
—
For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N.
'Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x.supporting wood member. A rafter minimum actual
thickness of 21/2 inches must be used when framing anchors are installed on each side of the rafter and on the same side of the plate.
2Aloowable 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 may be 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 1c (next page) indicate the load directions F1 and Fz, 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 thesameside of the wall to achieve the tabulated
allowable uplift loads and ensure a continuous load path.
5Allowable 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 govern.
6AIlowable lateral loads in the F1 direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally
support the ends ofjoists/rafters:
'Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter members.
81116, H16S, H16-2, and H16-2S straps can be installed onto the top plates or wall studs below.
91-116, H16S, H16-2, and H16-2S are pre -sloped at a 5:12 pitch and can be used on pitches from 3:12 to 7:12.The minimum heel height required is 4". The mapmum
heel height is 13'Y2" (Use H16 or H16-2)
FIGURE la—H1, H2.5A, AND H3 HURRICANE TIES
ESR-2613 I Most Widely Accepted and Trusted Page 5 of 13
5
H6 H7Z H10A H16 & H16S
FIGURE 1b-1-15, H6, H7Z, H10A AND H10-2 HURRICANE TIES
Ful
H2.5A Installation
(Nails into both top plates)
(1-13 and H5 similar)
LE
H6 Stud to Double
Top Plate Installation
H6 Stud to Band
Joist Installation
Use a minimum
of two 8d nails
this side of truss
potal tout Bd
nails info
truss)
H16-2 8r H16-2S
� r
F,
t.., Two Bit na
Into platen
EightBd
nails Into
studs
F
H7Z Installation
Repanding on
tieoi height.
strap may wrap
to back of plate.
dnstail - Install
(4) 0.t48' x 111V (6)0 ' 148' x I
nails to inside nails o face of 2x
edge of 2x
H16 Installation
(1-116S, H16-2, H16-2S Similar)
FIGURE 1c—CONNECTION CONFIGURATIONS OF HURRICANE TIE INSTALLATIONS SPECIFIED IN TABLE 1
ESR-2613 I Most WidelyAccepted and Trusted Page 6 of 13
TABLE 2—HS24 HURRICANE TIE
For SI: 1 inch = 25.4 mm, 1 Ibs = 4.5 N.
'"Slant" nailing refers to 8d common nails installed as 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.
2The 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.
3Aloowable lateral loads in the F1 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:
4Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter member.
'Fi load direction is parallel to plate, and F2load direction is perpendicular to plate.
HS24 Installation and Allowable Load Directions
FIGURE 2-HS24 HURRICANE TIE
TABLE 3—LTS, MTS, AND HTS TWIST STRAPS
FASTENERS'
AI.LOWABCE UPLIFT
TWIST .
MODEL
.STRAP .
{Quantity -Type] ,
LOADS {Ibs}
STRAF!
NO.0.148"x
LENGTH
1°/z"Nails
SERIES
-
{In}
0A48-x 1t1 ' Nails
.,
Co 1.6
LTS12
12
LTS16
16
LTS4
12
645
LTS18
18
LTS20
20
VITS12
516 Mf
16
MTS18:
18
M7S4 .
20.14
590
MTS24C;
24
hATS30 ,'
30
MTS30C
30 i, .
.
HTS16
16
HTS20
20
HTSS
HTS24
24
16
HTS28
28
1,415
HTS30
30
HTS30C
30
For SI: 1 inch = 25.4 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.
2Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code.
3Tabulated 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.
4Each 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.
5 MTS24C, MTS30C, and HTS30C have the twist in the center of the strap length.
ESR-2613 I Most Widely Accepted and Trusted Page 7 of 13
Typ.
1'/"
LTS12
(MTS and HTS Similar)
Typical MTS Installation —
Rafter to Stud
FIGURE 3—TWIST STRAPS
TABLE 4—HTSQ TWIST STRAP'
Typical NITS Installation —
Truss to Double Top Plate
TWIST
STRAPIfCoTH
SERIES
MODEtLE
STRAP
(in}
FASTENERS
(QuantltY-Type)
�ALLOVItABtE U PLEFTLOADS?3.(1bs)
HTSQ
HTSQ16KTZ
16
8-'/4" x 1'/2" SDS
1,120
HTSQ20KTZ
20
rui ar 1 111LAI = 40.4 mm, -I IDS = 4.40. 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.
HTSa 6Z
6Z
I
i
a r
HTSQ16Z
(HTSQ20Z Similar)
FIGURE 4—HTSQ TWIST STRAPS
Typical HTSQ
Installation
ESR-2613 I Most WidelyAccepted and Trusted Page 8 of 13
TABLE 5—LFTA LIGHT FLOOR TIE ANCHOR'
(YIODEL. NO.
LFTA ANC"OR DIMENSIONS,(In)
FASTENERS?
{Ruantity?ype)
ALLOWABLErTENSION iWAD(lbs) ,.
Cn =1,5
gtrap Width (W}` Clear Span
Overall Length (L)
LFTA
21/4 17
383/6
16-0.148" x 11/2"
965
For SI: 1 inch = 25.4 mm,1 Ibs = 4.45 N.
'The LFTA anchor is used to transfer tension forces between vertically aligned wood studs across floor framing with floorjoists having a maximum nominal depth of
12 inches.
21-1alf of the fasteners must be installed on each end of the strap to achieve the allowable uplift load.
3Tabulated 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 5—LFTA LIGHT FLOOR TIE ANCHOR
TABLE 6—SP AND SPH STUD PLATE TIES
CONNECTOR''
FASTENERS'
ALLt)WABLE tIPLiFT LOAD S�'�'
CONNECTOR
MODEL '
DIMENSIONS
(in)
(QuIntity
Voe)
(Ibs)
SERIESCo=1
..
6
(W)
(L)
To StudT,o
Plate<
S.G.=8:50
_
S.;55 ,
SP1
—
—
6-0.148" x 3"
4-0.148" x 3"
555
555
SP2
—
—
6-0.148" x 3"
6-0.148" x 3"
1,010
1,010
6-0.148" x 3"
—
825
825
SP4
39/16
71/4
6-0.162" x 21/2"
—
850
850
SP
6-0.148" x 3"
—
825
825
SP6
59/16
73/4
6-0.162" x 21/2"
—
850
850
6-0.148" x 3"
—
825
825
SP8
75/16
86/16
6-0.162" x 21/2"
—
850
850
90-0.148"x3".
s
1;D#40
SPH4
39/ts
8314
1,280-
1;175" ,
SPH
aSPH6
59/ta
9'/q ..
12-0 148� 3":
1,280-.
1,415
10-{) "148" x 3"
�.
—
1,1:75
SPH&
751i6
831a<
`..
,12 o.148`x 3".:
--
1,280
1,41a ,
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 approximately30° with the
stud with the nail penetrating 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 applicablebuilding code.
3Tabulated 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.
AAloowable uplift loads are given for wood assemblies consisting of lumber having an assigned specific gravity(S.G.) of 0.50, such as Douglas fir -larch, and 0.55,
such as southern pine.
ESR-2613 I Most WidelyAccepted and Trusted Page 9 of 13
�—S?Xd I
o
0
L C1-.
9.
0
W
SP1 Installation:
Stud to Sill Plate
SP1/SP2
I�
f
SP2 Installation:
Stud to Double Top Plate SP1 Nailing Profile
Typical SPH4 Installation:
Stud to Wood Sill Plate Typical SP4 Installation:
(SP4 Similar) Double Top Plate to Stud (SPH Similar)
FIGURE 6—SP AND SPH STUD PLATE TIES
TABLE 7—RSP4 REVERSIBLE STUD PLATE CONNECTOR'
ALLOWABLE>LOAb6?4 (lbsj Co =1.6 .
MODEL
(Quantity-TYpe):
Laterals .
To Stud
To illate
-Connection Configuration°
Uplift
RSP4
4-0.131x 1/2
"
4-0.131" x 1/2
Studto Double Top Plate
390
165
245
Stud to Sill Plate
245
165
225
For SI: 1 inch = 25.4 mm, 1 Ibs = 4.46 N.
'Refer to Figure 6a for overall dimensions of the RSP4 plate connector.
2Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
3Tabulated allowable loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must bereducedwhen other load
durations govern.
4Refer to Figure 6b and 6c for connection configurations.
5F, load direction is parallel to plate, and F2load direction is perpendicular to plate.
FIGURE 7b—RSP4 INSTALLATION:
STUD TO DOUBLE TOP PLATE
FIGURE 7—SP AND SPH STUD PLATE TIES
FIGURE 7c—RSP4 INSTALLATION:
STUD TO SILL PLATE
U.S. PATENT 5,697,725
ESR-2613 I Most Widely Accepted and Trusted Page 10 of 13
TABLE 8—SSP, DSP, AND STUD PLATE TIE CONNECTORS
FASTENERS
ALLOWABLE UPLIEi'LOADS'AsA (ll s)
MODEL'
,(Quantity Type)
CD=1:8
NO.
Studs
Doubt eTop Plate
SifhPlafe
��Doubl Top:Plate
:SIILPIate
3-0.148" x 11/2
—
330
—
4-0.148) x 1 1/z
—
1-0.148" x 11/2
—
395
SSP
3-0.148" x 3
—
410
—
4-0.148" x 3
—
1-0.148" x 3
—
430
730
8-0.148" k 1112,
l3SP
—
2-0,14E"-x 1 %1 , .°
—
" 620
6=0.14E" x 3
780
784 �
6-0.148" x 11/2"
—
3-0.148" x 11/2"
—
465
TSP
6-0.148" x 11/2"
—
7555
—
9-0.148" x 1 �lz'
6-0.148" x 3"
—
1,0155
—
For SI: 1 inch = 25.4 mm, 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 govern.
2When cross -grain bending or cross -grain tension cannot be avoided, mechanical reinforcement to resist such forces should be considered.
3For 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 specified quantity and type of nails.
611/y
a
e
SSP
U.S. Patent
7,065,932
7,356,973
SSP Installation:
Single Stud to Sill Plate
e
a e
DSP
U.S. Patent
7,065,932
7,356,973
TSP Installation:
TSP Stud to Double
U.S. Patent Top Plate
D618,085
FIGURE 8—SSP/DSP/TSP STUD PLATE TIES
DSP Installation:
Double Stud to Double Top Plate
ESR-2613 I Most Widely Accepted and Trusted Page 11 of 13
TABLE 9—MGT, VGT, AND HGT GIRDER TIEDOWN CONNECTORS1,2
.
D{STANCE'
BETWEEN
� FASTENERS
ALLOWABLE .
MODEL �
� � �
:NO. &,
"THREADEDAOOS
�
� '
L1PL1FT LQADS.
NO.iY.
PLIES
'
{on.center)
Threeided:Rod'e
To ,Truss-Cn-1
#3
(inches,}-
{Quantity -Diameter}'
(Quantity Typej
(lizs}
1
1 ply
—
1-s/s"
22-0.148" x 11/2"
3,165
MGT'
1
2 ply min.
—
1-5/8"
22-0.148" x 3"
4,365
1
2 ply min.
1 5/8»
164/4" X 3" sDS
4 940
. VGT :.
-. 2 ...,,
` 2 plymin.�`.I,
..
. 2,
3 ply min.,
0 .,.
1
2 ply min.
—
1-S/e"
16-1/4" x 3" SDS
2,225
VGTR/L
2
2 ply min.
—
2-5/e'
32-1/4" x 3" SDS
5,545
HGT-2.
i
2 i2Y
5 /a
2 /s"
'16-0:148" x 3", '
1{j,345
HGT-3
1
3 ply3.4"
73/8
2-5/s"
16-0.148" x 3"
10,440
HGT-4
1
4 ply'
9
5/s"
16-().148" x 3"
11,395
For Sl: 1 inch = 25.4mm, 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
chord installations. The VGT and VGTR/L connectors can accommodate roof slopes up to 8:12 (34°).
2AII elements of the tie -down assembly (multi -ply trusses, vertically aligned wood studs/posts, and the threaded rods) must be designed to resist applied loads.
3W dimensions for the HGT-2, HGT-3, and HGT-4 connectors are 35/16", 415/16", and 69/16", respectively.
'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.
STabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
'The 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 or inverted holdowns are shown in Figure 9 for illustration purposes only, as one method of transferring the design load from the MGT,
VGT, VGTR/L, and HGT connectors to the foundation or structure below. The threaded rod material specifications must be specified by the registered design
professional
'For HGT models, Two LBP %-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. LBP 5/a washers are available from Simpson Strong -Tie Company, and are 2-inch square by 1/64-inch thick galvanized steel washers
with a center bolt hole to accommodate a 6/8-inch diameter threaded bolt/rod.
'MGT may be installed with straps vertical for full table load, provided that all specified nails are installed to either a solid beam or minimum 2x6 truss web.
VGT
Typical VGT Double installation
with Inverted Holdowns Below
C
HGT-2
(HGT-3 and HGT-4 similar)
Install two LBPsf 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.
/pica) HGT-3 Installation
ith full height threaded rod.
ie design of the threaded
id, including any necessary
irdware or shrinkage
)mpensating devices, is
Aside the scope of this
port.
FIGURE 9—HGT HEAVY GIRDER TIEDOWN CONNECTOR
4.
MGT
Install a
minimum of
' nat15 into
the face
Typical MGT Installation with
Inverted Hoidown Below
I-ESIMES Evaluation Report ESR-2613 LABC and LARC Supplement
Reissued June 2020
Revised November 2020
This report is subject to renewal June 2021.
www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council®
DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES
Section: 06 05 23—Wood, Plastic, and Composite Fastenings
REPORT HOLDER:
SIMPSON STRONG -TIE COMPANY INC.
EVALUATION SUBJECT:
SIMPSON STRONG -TIE® HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING
1.0 REPORT PURPOSE AND SCOPE
Purpose:
The purpose of this evaluation report supplement is to indicate that Simpson Strong -Tie® hurricane and seismic straps and
ties for wood framing, described in ICC-ES evaluation report ESR-2613, 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:
■ 2020 City of Los Angeles Building Code (LABC)
s 2020 City of Los Angeles Residential Code (LARC)
2.0 CONCLUSIONS
The Simpson Strong -Tie® hurricane and seismic straps and ties for wood framing, described in Sections 2.0 through 7.0 of
the evaluation report ESR-2613, comply with the LABC Chapter 23, and the LARC, and are subjected to the conditions of
use described in this supplement.
3.0 CONDITIONS OF USE
The Simpson Strong -Tie® hurricane and seismic straps and ties for wood framing, described in this evaluation report
supplement must comply with all of the following conditions:
• All applicable sections in the evaluation report ESR-2613.
• The design, installation, conditions of use and identification are in accordance with the2018 International Building Code®
(2018 IBC) provisions noted in the evaluation report ESR-2613.
• The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as
applicable.
• In accordance with LABC Section 2305.5, allowable seismic load values of Simpson Strong -Tie straps and ties used as
hold-down connectors must be 75 percent of those in the evaluation report ESR-2613.
• Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted.
• The seismic design provisions for hillside buildings referenced in LABC Section 2301.1 have not been considered and are
outside of the scope of this supplement.
This supplement expires concurrently with the evaluation report, reissued June 2020 and revised November 2020.
ICC ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed
as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as
to arty finding or other matter in this report, or as to any product covered by the report.
Copyright © 2020 [CC Evaluation Service, LLC. All rights reserved. Page 12 of 13
IMES Evaluation Report .!Supplement
Issued July 2020
Revised November 2020
This report is subject to renewal June 2021.
www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council®
DIVISION: 06 00 00—WOOD, PLASTICS, AND COMPOSITES
Section: 06 05 23—Wood, Plastic, and Composite Fastenings
REPORT HOLDER:
SIMPSON STRONG -TIE COMPANY INC.
EVALUATION SUBJECT:
SIMPSON STRONG -TIE® HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING
1.0 REPORT PURPOSE AND SCOPE
Purpose:
The purpose of this evaluation report supplement is to indicate that the Simpson Strong -Tie® hurricane and seismic straps and
ties, described in [CC -ES evaluation report ESR-2613, have also been evaluated for compliance with the codes noted below.
Applicable code editions:
■ 2020 and 2017 Florida Building Code —Building
■ 2020 and 2017 Florida Building Code —Residential
2.0 CONCLUSIONS
The Simpson Strong -Tie® hurricane and seismic straps and ties, described in Sections 2.0 through 7.0 of [CC -ES evaluation
report ESR-2613, comply with the Florida Building Code —Building, and the Florida Building Code —Residential, provided the
design requirements are determined in accordance with the Florida Building Code —Building or the Florida Building Code —
Residential, as applicable. The installation requirements noted in [CC -ES evaluation report ESR-2613 for the 2018 and 2015
International Building Code® meet the requirements of the Florida Building Code —Building or the Florida Building Code —
Residential, as applicable.
Use of the Simpson Strong -Tie® hurricane and seismic straps and ties has also been found to be in compliance with the
High -Velocity Hurricane Zone provisions of the Florida Building Code —Building, and the Florida Building Code —Residential
with the following condition:
a. For connections subject to uplift, the connection must be designed for no less than 700 pounds (3114 N).
For products falling under Florida Rule 61 G20-3, verification that the report holder's quality assurance program is audited by
a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the
responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the
Commission).
This supplement expires concurrently with the evaluation report, reissued June 2020 and revised November 2020
ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed
as an endorsement of the subject ofthe report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as s
to any finding or other matter in this report, or as to any product covered by the report. -®°�g-
Copyright © 2020 [CC Evaluation Service, LLC. All rights reserved. Page 13 of 13