HomeMy WebLinkAboutEVALUATION REPORTDIVISION: 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 ICC
CPIVIG
c�
Look for the trusted marks of Conformityl
"2014 Recipient of Prestigious Western States Seismic Policy Council ���
(WSSPC) Award in Excellence" ASubsidiaryof wwOt""u10""t
oRNA110 ie
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 Go
Jq EG
to anyfinding or other matter in this report, or as to any product covered by the report. E`
wc+auon a+ay
++ooa
Copyright 0 2017 ICC Evaluation Service, LLC. All rights reserved.
IMES EvaluationReportESR-2613
Reissued June 2017
Revised December 13, 2017
This report is subject to renewal June 2018.
www.ice-es.org 1 (800) 423-6587 1 (562) 69941543 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
.5956 WEST LAS POSITAS BOULEVARD
PLEASANTON, CALIFORNIA 94588
(800)926-5099
www.strongtie.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 Intemational Residential
Code® (IRC)
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
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
farces 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; the H1,
H2.5A, H3, H5, H10A, 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 11b 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, wood 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.
3.1.4 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
SP1connector 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,
SPB, SPH4, SPH6, and SPH8 are 1'14-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
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.
10C-ESEwhiation Reports an not to be corrsnuedas represmttngaestheHu or any other attributes not spechcarry addressed, nor are they robe construed
as an endorsement of the subject afthe report or a recommendadonfor its are. There is no warramy byrCC Evaluation service, LLC, express ortmplied, as
to aryfindingor other matter in this report, or as to any product covered by the report ®� ,
Copyright 6 2017 ICC Evaluation Service, I.I.C. All rights reserved. Page 1 of 11
ESR-2613 1 Most IMdelyAccepted and Trusted Page of 11
3.1.6 RSP4 Reversible Stud Plate Ties: The RSP4 tie
plates are used to connect a nominally 211rch-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 Fiqure 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 plate to a wood stud; and Figure 6c for a typical
RSP4 installation connecting a wood stud toa 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. 1S gage galvanized steel. See Table 7
for required fasteners and allowable uplift loads. See
Fi ure 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 fie -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 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
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 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 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 0185 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 fireretardant treated lumber.
3.2.2 Wood: Supporting wood members t0 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 (LSQ1 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
lies described in this report must comply with ASTM F1667
and have the following minimum dimensions and bending
yield strengths (Fyb):
ESR-26131 Most Widely Accepted and Trusted Page 3 of 11
FASTENERS
NAIL
DIAMETER
(inch)
NAIL
LENGTH
(inches)
F +'
(psi)
8d x 1% -
0.131
1%
100,000
8d
0.131
2%
100,000
10d x 1%
0.148
ill,
90,000
10d
0.148
3
90,000
For SI: 1 inch = 25.4 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 100°F (37.8°C), 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 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 17042 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 Systemsunder 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, 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.
6.2 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-2613 l Most Widety Accepted and Trusted Page 4 of 11
TABLE 1—HURRICANE TIES
MODEL
FASTENERS
(Quantity -Type)
ALLOWABLE LOADS'
_ (Ibs)
N0.
To Rafter
To Plates
To Stud
Connection
Cdrifgurations'
U Iiftas
Co=1.6
Lateral&'
Co=1.6
F
Fa
H1
6-8d x 1%
4-8d
—
1
545
510
190
H10A
9-10d x I%
9-10d x l'/n
—
1,040
565
285
H10-2
6-10d
6-10d
—
655
430
355
H2.5A
5-8d
5-8d
—
2
565
110
110
H3
4-8d
4-8d
—
435
1 210
170
H5
4-8d
4-8d
440
100
225
H4
4-8d
4-8d
3
330
—
—
4-8d
4-8d
—
4
330
140
175
H6
—
8-8d
8-8d
5
1,230
—
—
H7Z
4-8d
2--8d
8-8d
6
830
410
—
For SI: 1 Inch = 25.4mm, 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 2'/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 Plates 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) Indicale,the load directions F, and F2, and are detail''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.
'Allowable 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.
6Aloowable 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 connectorinstallation induces cross grain bending or tension of the truss or rafter
members.
7l4^ y 11t
r
•ihc
6
/ I 6
• am o
• dam 6 •
wmT 1' 1
6 • b •
ib 6' ' I yo �a �• o
Ila�l6 6 6
0 �
6144' • 1�a
H1 F12.5A H3
FIGURE 1a-1-17, H2.5A, AND H3 HURRICANETIES
ESR-2613 ) Most Widely Accepted and Trusted Page 5 of 11
H7Z
FIGURE t b—H4, H5, H6, H7Z, H10A AND H10-2 HURRICANE TIES
❑1 H1 Installation ❑2
(H10A and HI 0-2 similar)
H6 Stud It
Band
Joist
Installatio
H6 Stud to
Double Tel
Plate
Installation
H2.5A Installation
(Nails into both top plates)
(H3 and HS similar)
o
H4 Installation • /
(Nails into upper top plate)
H7Z Installation
FIGURE 1e—CONNECTION CONFIGURATIONS OF HURRICANE TIE INSTALLATIONS SPECIFIED IN TABLE 1
ESR-2613 I Most Widely Accepted and Trusted Page 6 of 11
TABLE 2—HS24 HURRICANE TIE
FASTENERS' (4uantity-Type)
- ALLOWABLE LOADS (Ibs) Cb-1.6
MODEL+
NO.
To Rafter or Truss
To Double Top Plate
Uplift
Laterai3�s
..
6_
Fs
HS24
8-8d x 1'/z & 2-Bd (slant)
_ 8-8d
605
645
1.100
8-8dx 1%
8-8d
625
625
680
ui Si; i IrlCrl = 25.4 mm,, I iDs = 4.0 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 approbmately 30' with the rafter/truss member with the nail penetrating through the rafter/truss member into the wood double top
3plate.
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,
3Aloowable lateral loads in the Fr 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.
4Additionai shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter
member.
'Fr load direction is parallel to plate, and Fi load direction is perpendicular to plate.
141,"
•
• ' �� • HS24 Dimensions
3 . 20• U.S. Patents
�e+ . 5,603,580
HS24 Installation and Allowable Load Directions
FIGURE 2—HS24 HURRICANE TIE
ESR-2613 I Most Widely Accepted and Trusted I Page 7 of 11
TABLE 3—LTS, MTS, AND HTS TWIST STRAPS
TWIST
STRAP
SERIES
MODEL
NO'
STRAP
LENGTH
(in)
TOTAL QUANTITY OF FASTENERS'
ALLOWABLE UPLIFT LOAD92P (Ibs)
When Installed
with 10d Common
Nails
When Installed
with 10dxl'/i
Common Nails
When Installddl with 10d
Common Nails
When Installed with
10dxl'/z Common Nails
Co =1.6
Co=1.6
LTS4
LTS12
12
12
12
660
600
LTS16
16
LTS18
18
LTS20
20
MTS1
MTS12
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
'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.
'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 govem.
°Each model of the LTS andMTS twist strap series (except for the MTS30) has more nail holes than the minimum quantity of nails specified in
the table.
'HTS30C has the twist in the center of the strap length.
I' Typ.
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 and Trusted Page 8 of 11
TABLE 4—LFTA LIGHT FLOOR TIE ANCHOR'
MODEL NO.
LFTA ANCHOR DIMENSIONS.(in)
'FASTENERS°
(Quantity —Type) -
ALLOWABLE TENSION LOAD'' (Ibs)
Co =1.6
Strap Width (W)
Clear Span OJerell Length (L)
LFTA
1 2'/a
17 383le
16-10d Common
1,325
For Si: t 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 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.
`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.
FIGURE 4—LFTA LIGHT FLOOR
TIE ANCHOR
ESR-2613 ( Most Widely Accepted and Trusted Page 9 of 11
TABLE 5—SP AND SPH STUD PLATE TES
CONNECTOR
SERIES
MODEL
N0.On=1.6
CONNECTOR
DIMENSIONS (In)
FASTENERS'
(Quantity -Type)
_ ALLOWABLE UPLIFTLOADSZ^-'
(W)
(L)
To Stud
To Plate
'
S.G.=0.50
S.G.=0.55
SP1
—
—
6-10d
4-10d
555 -
555
SP2
—
—
6-10d
6-10d
1,010
1,010
SP
SP4
3sl1s
7'/a
6-10d x 1'/z
—
825
825
6-16d x 2%
—
850
850
SP6
59/1e
7'/a
6-10d X 1'! z
—
825
825
6-16d x 2%
—
850
850
SP6
s
7 /,
s
8116
6-10d x 1%
—
825
825
6-16d x 2%
—
850
850
-
SPH4
39/ 8
Sa/a
10-10d x 1 %
—
—
1,040
'
12. 10d X,1%
—
1,286
1,175
SPH
'SPH6
59/16
9'/a
10-10d x 1'/ z
—
—
1,040
12-10dx1lz
—
- '1,280
1,415
SPH8
/
7°1e
811,
1D-10dx 11!2
—
—
'1;175 -
12-10d x 1%
—
.1;280:
vi Sim i 4161= 25.4 mm, .I IDS = 4.40 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 penetrating through the stud into the wood sill plate. (See detail on this page entitled °SPI 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 —larch, and 0.55, such as southern pine.
�29
SNd
DW
L
SPI/SP2
Typical SPH4 Installation:
Stud to Wood Sill Plate
(SP4 Similar)
SP2 Installation: SP1 Nailing Profile
Stud to Double Top Plate
SPI Installation:
Stud to Sill Plate Typical SP4 Installation:
Double Top Plate to Stud.(SPH Similar)
FIGURE 6—SP AND SPH STUD PLATE TIES
ESR-2613 I Most Widely Accepted and Trusted Page 10 of 11
TABLE 6—RSP4 REVERSIRI E srl in DI ere rnuu=r,•n=+
'
MODEL
FASTENERS
(Quantity -Type) _
ALLOWABLE LOADS;z,(Ibs) C,=1.8
.. ..
NO.
To Stud
To Plate
Connection Cohfguration°
Uplift
I-,ateral°
F,
Fz
RSP4
For Sl:l i,,,h = 97
4-8d x I%
4-8d x 1112
1;,-.
Stud to Double Top Plate
390
165
245
Stud to Sill Plate
245
165
1 225
'Refer to Figure 6a for overall dimensions of the RSP4 plate connector.
Tabulated 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.ls allowed. Allowable loads must be
reduced when other load durations govern.
4Refer to Figure 6b and 6c for connection configurations.
F, load direction is parallel to plate, and Fz load direction is perpendicular to plate.
lsw
I I
, a
0
e
0
FIGURE 6a—RSP4 STUD
PLATE CONNECTOR
DIMENSIONS
FIGURE 6b—RSP4 INSTALLATION:
STUD TO DOUBLE TOP PLATE
TABLE 7--SSP 4Nn nBD en in or e, ,c
FIGURE 6c—RSP4 INSTALLATION:
STUD TO SILL PLATE
U.S. PATENT 5,697,725
FASTENERS
ALLOWABLE UPLIFT LOADS' A (Ibs)
MODEL
(Quantity=Type)
CD=1.6
NO.
Studs
Double Top Plate
Sill Plate
Double Top Plate
SIII Plate
S.G.= 0.50
S.G. = 0.60
S.G.= 0.43
4-10d x 11/z
3-1 Old x 1%
—
330
—
—
SSP
—
1-10d x I%
—
395
310
4-10d
3-10d
—
410
—
-
-
1-10d
—
430
400
8-10d x 1'/z
6-10d x 1 %
—
730
—
—
DSP
—
2-1 Old x 1'/z
-
...
620
515
8-10d
6-1 Old
._...
—
2-10d
—
780
565
Fnr RI.1I nF-ocw
...._.. r ... ,va
'Tabulated allowable uplift loads have been increased for wind or earthquake loading no further increase allowed. Reduce loads when other
load durations govern.
zWhen 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 specified quantity and
type of nails.
1'41
J1W1
8'• I
6"4e•
� 61
•
I
I . •
SSP
DSP
U.S. Patent
U.S. Patent
7,065,932
7,065,932
7,368,973
7,356,973
SSP Installation:
Single Stud to Sill Plate
FIGURE 7—SSPIDSP STUD PLATE TIES
DSP Installation:
Double Stud to Double Top Plate
ESR-2613 I Most Widely Accepted and Trusted Page 11 of 11
TABLE 8—HGT HEAVY GIRDER TIEDOWN CONNECTORS+•'
,..,.
MODEL°ATHREAOED
"N0. `yp::.
HGT CONN,ECT,OR
pISTANCE EETWEEN'.
RODS' '
•-(iriclt`es)
" ' " FASTENERS - ,
{QUantlty-Type)',,' `
'ALLOWABL'EUPLIFT ..
LOApssa'•-, ::
�-�-
(Ibs);. .
ThreadeilRod •
�ToMuttiptyTruss
HGT-2
3e/1e
51/4
2A" Dia.
16-10d
10,345
HGT3-.
:., .4+'6s',
;... . `T'/e .
',.?-s/a"DIa.", ;�
_
.-.- 1(10d` i
104'4'0. ..
.. .. ...
HGT-4
Ols
9
2-s/e" Dia.
16-10d
11.395
For SI: 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.
'All 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
Wen
thickness 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.
'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 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.
'Two LBP 'fa -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'!e washers are available from Simpson Strong -Tie Company, and are .2-inch square by
thick galvanized steel washers with a center bolt hole to accommodate a'/cinch diameter threaded bolt/rod.
HGT-2
(HGT-3 and HGT-4 similar)
Install two LBPW washers
on top of each crescent washer
(total four %washers) for wood
installation. All washers and
crescent washers are required.
Crescerdwashers 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