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
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Copyright 0 2017 ICC Evaluation Service, LLC. All rights reserved.
Reissued June 2017
Revised December 13, 2017
This report is subject to renewal June 2018.
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06 00 00—WOOD, PLASTICS, AND
Section:',06 05 23—Wood, Plastic, and Composite
REPORT] HOLDER:
SIMPSON STRONG -TIE COMPANY INC.
5956 WEST LAS POSITAS BOULEVARD
PLEASANTON, CALIFORNIA 94588
(800) 920-5099
SUBJECT:
STRONG -TIE® HURRICANE AND SEISMIC
dD TIES FOR WOOD FRAMING
1.0 EVALUATION SCOPE
with the following codes:'
■ 2015, 2012, 2009 and 2006 International Building
Cone® (IBC)
■ 2015, 2012, 2009 and 2006 International 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
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; 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 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, 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
SP1 connector fastens one edge of a wood studio 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 SPHB are 1'/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
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.
rot to be eonstruedas representingaestheacs or any other attributes not specifically addressed, nor are they to be construed
ofthe report or a recommendation for its me. There is no warranty bylCCEvalualion Service, LLC, express or implied, as
this report, or ar to any product covered by the report.
Copyright® 20171CC Evaluation Service, LLC. NI rights reserved. Page 1,of 11-
SR-2613 1 Most IMdelyAccepted and Trusted
2of11
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 I 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 atypical RSP4 installation connecting a wood
double'i 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. 18 gage galvanized steel. See Table 7
for required fasteners and allowable uplift loads. See
Fi ure 17 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 foof trusses and wood posts vertically aligned to
suppoq 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 tiedown 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 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 81: 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 adding
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 following minimum dimensions and bending
yield strengths (Fyb):
.ESR-261131 Most Widely Accepted and .Trusted Page 3 of 11
FASTENERS
NAIL _
DIAMETER
(Inch)
NAIL
LENGTH
(Inches)
F +'
(psi)
8d'7: 1'/2
0.131
11/2
100,000
8d
0.131
-21/2
100,000
10d,x 1'/2
0.148
1112
9Q000
10d
0.148
3
90,000
For SI: 1 inch = 25.4 mm.
Fasteners used in contact with preservativetreated 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 Desian:
The tabulated allowable loads shown in this report are
based on allowable stress design (ASD) and include the
load d ration factor, Co, corresponding with the applicable
loads y in accordance with the National Design
Specifibationo for Wood Construction (NDS).
Tabulated allowable loads apply to products connected
to wood used under dry conditions and where sustained
temper tures are 100°F (37.8°C) or less. When products
are installed to wood having a moisture content greater
than t9 percent (16 percent for .engineered wood
product' ), 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 manufacturer's published installation
instructions, this reportgoverns.
4.3 Special Inspection:
4.3.1 Main Wind -force -resisting Systems under the
IBC: Periodic special inspection must,be conducted far
components within the main wind -force -resisting 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, 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
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 j Most Widely Accepted and Trusted Page 4 of 11
TABLE 1—HURRICANE TIES
FASTENERS
(Quantity -Type)
ALLOWABLE LOADS''
MODEL
NO.
To Rafter
To Plates
To Stud
Connection
Configurations'
U lift°'s
Cp?7.6
Lateral`''
Co=1.8
F1
F2
H1
6-6d x I%
4-8d
—
1
545
510
190-
H10A
9-10d x 1%
9-10d X 1'12
—
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
210
170
HS
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
1,930
—
—
H7Z
48d
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 2x supported and minimum nominal 2x_supporting wood member. A, rafter
minimum actual thickness of 2% inches must be used when framinganchors are installed on each side of the rafter and on the same side of
the plate.
AAllowable simultaneous loads in more than onedirection 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 passible forces that the hurricane tie may be designed and installed to resist. The number of
terms that imust 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.
3'Connection Configurations" shown in Figure is (next page) indicate.the load. directions F1 and F2, and are details'ihowing 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 thesame 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.
6Allowable' 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.
'Additional shear transfer elements must be considered the connector installation Induces cross grain bending or tension of the truss or rafter
members. I
H3
FIGURE 1a-1-11, H2.5A, AND H3 HURRICANE TIES
ESR-261;3 I Most Widely Accepted and Trusted Page 5 of 11
H7Z
H10-2
FIGURE 1b-1-14, H5, H6, H7Z, H10A AND H10-2 HURRICANE TIES
H1 Installation
(H10A and H10.2 similar)
i
H41nstallation
H6 Stud ti
Band
Joist
Installatio
H6 Stud to
Double Tol
Plate
Installatior
H2.5A Installation
(Nails into both top plates)
(1-13 and H5 similar)
I�
H7Z Installation
FIGURE 1 c—CONNECTION CONFIGURATIONS OF HURRICANE TIE INSTALLATIONS SPECIFIED IN TABLE 1
ESR-2613 l Most Widely Accepted and Trusted Page 6of'11
TABLE 2-HS24 HURRICANE TIE
FASTENERS' (Ruantity-Type) _
.. - ALLOWABLE,LOAOS (Ibs) Ce=1.6
MODEL
NO.
To Rafter or Truss
To Double Top Plate
Upfiff
LateraPA•s
..
F'.
Fz
HS24
8-8d x 1%& 2-8d (slant)
Mid
605
646
1,100
8-8d x I %
8-8d
625
625
680
For 51: 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 woad double top
Tplate. ,
he 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 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 of joists/rafters.
Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter
member.
`F1. load dill lrection is parallel to plate, and Fi load direction is perpendicular to plate.
o
H824 Dimensions
. U.S. Patents
a%a+ • 6,603,680
HS24 Installation and Allowable Load Directions
FIGURE 2—HS24 HURRICANE TIE
ESR-2613 ) Most IMdelyAccepted and Trusted 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 10dx1'/Q
Common Nails
. WhenInstalled wif610d
Coinrtion Nails
. When Installed with
10dx*z Common Nails
Co = 1.6
Co =1.6
LTS'
LTS12
12
F.
12
12
660
600
LTS18
18
LTS20
20
MTS°
MTS12
12
14
14
990
990
MTS16
16
MT$18 .,
- 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
FTS30C
30
25.4 mm, i ins=4.4ory
'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.
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
FSR-2613 I Most Widely Accepted and Trusted Page 6 of 11
TABLE 4—LFTA LIGHT FLOOR TIE ANCHOR'
MODEL NO.
LFTA ANCHOR DIMENSIONS (in)
FASTENERS'
(Quantity —Type)
ALLOWABLE TENSION LOAD''f (Ibs)
- Co =1.6
Strap Width (W)
Olear Span
10verall Length (L)
LFTA
2'/a
1 17
1 38%
16-1 gd Common
1,326
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 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 windor earthquake loading. No further increase is allowed. Allowable loads must be
reduced when other load durations govern.
FIGURE 4—LFTA LIGHT FLOOR
TIE ANCHOR
Most
9of1
TABLE 6- SP AND SPH STUD PLATE TIES
CONNECTOR
SERIES
MODEL
NO.
CONNECTOR
DIMENSIONS'(in)
FASTENERS'
(quantity -Type)
ALLOWABLE UPLIFT LOAOS2';^
(W)
(L)
To Stud
To Plate
S.G.=0.50
SPt
—
—
6-10d
4-10d
555
555
SP2
—
—
6-10d
6-10d
1,010
1,010
SP4
3°/16
714
6-10d x 1 %
—
825
825
6-16d x 21/2
—
850
850
SP
SP6
5°/16
72/4
6-10d x 1'/2
—
825
825
8-16d x 2'/2
—
850
850
SP8
75/16
86116
6-10d x 1'/2
—
825
825
6-16d x 2'/2
—
850
850
"
SPH4
3°/16
8'/a
10-10d x 1%
—
—
1,040
12-10tl x.11/2
—
1,,280
1.175
SPH
'SPH6
51116
91/4
10-10d x 11/ z
—
1,040
12-10dx 1Y2
•10-10dx2
—
1280
1,415
SPH8
71/16
gale
11/..
—
.. ;.
—
1,175
12-10dx1%
-
.,1,286,';,
1,415
For 51: 1 Inch = 25.4 mm, 1 Ibs = 4.45 N.
'For Models SPt 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 "SP1 Nailing
Profile.")
'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.
`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.
?x
Typical SPH4 Installation:
Stud to Wood Sill Plate
(SP4 Similar)
SP2 Installation: SP1 Nailing Profile
Stud to Double Top Plate
SP7 Installation:
Stud to Sill Plate Typical SP4 Installation:
Double Top Plate to Stud (SPH Similar)
FIGURE 5—SP AND SPH STUD PLATE TIES
10 of 11
TABLE 6—RSP4 REVERSIBLE STUD PLATE QONNPcrnM1
MODEL
FASTENERS
(Quantity -Type) _
ALLOWABLE.LOADS Ibs C 1.6
' ' (, ) o
NO.
To Stud
To Plate
Connection Configuration
Uplift
Lateral°
Fi
Fz
RSP4
v
4-8d x 02
4-8d x 1'/2 -
Stud to Double Top Plate
390
165
245
Stud to Sill Plate
245
185
225
. 0: I, - cu.Y WIFL, I IUJ - 4.45 N.
'Refer to lFigure Be 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 is allowed. Allowable loads must be
reduced when other load durations govern.
°Refer to Figure 6b and 6c for connection configurations.
sF, load direction is parallel to plate, and F2 load direction is perpendicular to plate.
I I
R114141
FIGURE 6a—RSP4 STUD
PLATE CONNECTOR
DIMENSIONS
FIGURE6b—RSP4 INSTALLATION: FIGURE 6c—RSP4 INSTALLATION:
STUD TO DOUBLE TOP PLATE STUD TO SILL PLATE
U.S. PATENT 6,697,725
TABLE 7—SSP AND DSP STUD PLATE TIF cnNNFeTnas
FASTENERS
ALLOWABLE UPLIFT LOADS'9;114 (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.=,0.50
S.G.=0.43
r
4-1 Od x 1'/,
3-1 Od x 1 %
—
330
—
—
SSP
—
1-1 Od x 1%
—
395
310
4-1 Od
3-'10d
—
410
—
-
-
1-10d
—
430
400
8-10d x 1'/2
6-1 Od x 02
—
730
—
—
DSP
—
2-1 Odx1Y2
-
620
515
6-1 Od
—
780
8-10d
—
2-10d
—
780
565
v,. 11-G..4111111, 1lub-4. JIV.
'Tabulated allowable uplift loads have been increased for wind or earthquake loading no further increase allowed. Reduce loads when other
load durations govern.
2Wlten cross -grain bending or cross -grain tension cannot be avoided, mechanical reinforcement to resist such forces should be considered.
'For SIII Pate 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
type of nails. .with the specified quantity and
1a/e•
I^�,�,
SSP
DSP
U.S. Patent
U.S. Patent
7,065,932
7,065,932
7,358,973
7,356,973
SSP Installation:
Single Stud to Sill Plate
FIGURE 7—SSPIDSP STUD PLATE TIES
DSP Installation:
Double Stud to Double TopPlate
ESR•2613 I Most Widely Accepted and Trusted Page 11 of 11
TABLE 8—HGT HEAVY GIRDER TIEDOWN CONNECTORS'a
' '-.
MODEL°A:
'NP
- '
HGTCONNECTOR
t': wlDTfi
(W).'
OISTANCEBETWEEN,
THREADED RODS``
(on;center).
FASTENERSI`'
', (Quan'tityType
.- - _ 1 r
.,.�LOWABGEUPLIFT.',
_
, LOADS°;°
Co-116
Threaded RoWr
"To Multi i Truss
HGT-2
3a/re
514
2�a/a'Dia.
1Cr10d
10,345
HGTi3 �,
.. ' 41etie'. ..; ,,�
,,, . . Tale -:.
2 °/a",Dfa ,,
.... 16=10d ' � (
HGT-4
69/re
9
2-5/e' Dia.
16-1 Od
11,395
G, . , ,1,M„ — GJ.Y....... I. lub - 4.40 IV.
'The HGT connector can accommodate top chard 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 (mulfi-ply trusses, vertically aligned wood studs/posts, and the full -height threaded rods) must be
designed to resist applied loads.
3The 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
thickness is nominal 2 inches.
en 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.
aTabulated 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
durationsgovem.
'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 speeitled by the registered design professional.
'Two LBP a/s-lnch washers must be installed on top of each crescent washer. LBP washers and crescent washers are required. Crescent
washers are supplied with the connector. LBPa/a washers are available from Simpson Strong -Tie Company, and are 2-inch square by also -inch
thick galvanized steel washers with a center boll hole to accommodate a 'la -finch diameter threaded bolt/rod.
HGT-2
(HGT-3 and HGT4 similar)
Install two UBPW 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. Thedesign 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