HomeMy WebLinkAboutEVALUATION REPORT - HURRICANE SEIMIC STRAPS AND TIES FOR WOOD FRAMINGSECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTENINGS
SCANY0 7
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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"2014 Recipient of Prestigious Western States Seismic Policy Council
(WSSPQ Award in Excellence"
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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 anv finding or other ma. tter in this report, or as to arty product covered by the report.
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Copyright 0 2017 !CC Evaluation Service, LLC. All rights reserved.
IC -ES Evaluation Report
wwww.icc-es.org 1 (800) 423-6587 1 (562) 699-0643
DIV SION: 06 00 00—WOOD, PLASTICS, AND
COMPOSITES
Section: 06 05 23—Wood, Plastic, and Composite
Fastenings
REFORT HOLDER:
SIM 2SON STRONG -TIE COMPANY INC.
695 i WEST LAS POSITAS BOULEVARD
PL ASANTON, CALIFORNIA 94588
(800) 925-5099
www.stronutie.com
EVALUATION SUBJECT:
SI IPSON STRONG -TIE® HURRICANE AND SEISMIC
ST PS AND TIES FOR WOOD FRAMING
1.0 EVALUATION SCOPE
C mpliance with the following codes:
■ 2015, 2012, 2009 and 2006 Intemational Building
Code® (IBC)
■ 2015, 2012, 2009 and 2006 International Residential
Code® (IRC)
Property evaluated:
Structural
2.0 USES
e Simpson Strong -Tie® hurricane and seismic straps
d ties described in this report are used as wood framing
nnectors in accordance with Section 2304.10.3 of the
15 IBC and Section 2304.9.3 of the 2012, 2009 and
06 IBC. The products may also be used in structures
lulated under the IRC when an engineered design is
bmitted in accordance with Section R301.1.3 of the IRC.
3.01 DESCRIPTION
General:
Simpson Strong -Tie hurricane and seismic straps and
recognized in this report are installed to resist design
:s on wood -frame construction resulting from the
!cation of the most critical effects of the load
binations prescribed by code that include wind or
nic loads.
1 Hurricane Ties: Hurricane ties are used to anchor
id rafters or joists to wood wall plates or studs or to
hor wood studs to wood sill plates. The H6 and H7Z
ESR-2613
Reissued June 2017
Revised December 13, 2017
This report is subject to renewal June 2018.
A Subsidiary of the International Code Council®
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.
3.1.6 SP and SPH Series Stud Plate Connectors: The
S131 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 S134, SP6,
SP8, SPH4, SPH6, and SPH8 are 11/4-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 S131, SP2, SP4,
and SPH4 connectors.
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 Evaluailon Service, UC, express or implied as y
to airy finding or other matter in this report, or as to any product covered by the report. ® .W =..
Cop I�rright O 2017 [CC Evaluation Service, I.I.C. All rights reserved. Page 1 of 11
31 Most
Trusted
2 of 11
1.6 RSP4 Reversible Stud Plate Ties: The RSP4 tie
stes are used to connect a nominally 2-inch-wide wood
ud to either a top or sill plate of a wood framed wall. The
3134 tie connector is fabricated from No. 20 gage
ilvanized steel. See Table 6 for required fasteners and
owable loads. See Figure 6a for a drawing of the RSP4
innector showing overall dimensions; Fi ure 6b for a
awing of a typical RSP4 installation connecting a wood
ruble top plate to a wood stud; and Figure 6c for a typical
3P4 installation connecting a wood stud to a wood sill
.1.7 SSP and DSP Stud Plate Connectors: The SSP
:ud-to-plate connector is used to provide a positive
mnection between a single wood stud and the top or sill
ate of the same wood wall, and the DSP stud -to -plate
mnector is used to provide a positive connection between
double wood stud and the wood wall top or sill plate of
e same wood wall. The SSP and DSP connectors are
bricated from No. 18 gage galvanized steel. See Table 7
r required fasteners and allowable uplift loads. See
ure 7 for drawings of the SSP and DSP connectors
lowing overall dimensions; a drawing of an SSP
stallation connecting a stud to a sill plate; and a drawing
a DSP installation connecting a double wood stud
asembly to a top plate.
1.8 HGT Heavy Girder Tiedown Brackets: The HGT
mvy girder tiedown brackets are used to provide a
)sitive connection between wood roof beams or multi -ply
Dod roof trusses and wood posts vertically aligned to
ipport the end reaction of the beam or truss member. The
3T tiedown connector is a U-shaped bracket that is
stalled over the top chord of the roof truss having a slope
1m 3:12 (14 degrees) to 8:12 (34 . degrees). Other
imponents required for the connection, such as the
ichor rods and hold-down or tie -down devices, that must
used to form a complete load path to resist design uplift
rces from their point of origin to the load -resisting
:ments, that is, the vertically aligned supporting wood
ist, must be designed and specified by the registered
sign professional. The HGT tiedown brackets- are
Dricated from No. 7 gage steel, and are supplied with
;art plates and crescent washers. See Table 8 for
down connector models, connector dimensions, fastener
hedules, and allowable uplift loads. See Figure 8 for a
swing of the HGT-2 tiedown connector.
Materials:
,1 Steel: Unless otherwise noted, the connectors
cribed in this report are fabricated from ASTM A653,
designation, Grade 33, galvanized steel with a
imum yield strength, Fy, of 33,000 psi (227 MPa) and a
imum tensile strength, Fu, of 45,000 psi (310 MPa).
HTS twist straps, the SSP and DSP stud -to -plate ties,
the H2.5A hurricane tie are fabricated from ASTM
6, SS designation, Grade 40, steel with a minimum
d strength of 40,000 psi (275 MPa) and a minimum
Me strength of 55,000 psi (379 MPa).
1e body of the HGT heavy girder tiedown bracket is
•icated from ASTM A1011, SS designation, Grade 33,
rolled steel with a minimum yield strength of 33,000 psi
r MPa) and a minimum tensile strength of 52,000 psi
3 MPa), and the crescent washers of the HGT bracket
fabricated from ASTM A36 steel with a minimum yield
ngth of 36,000 psi (248 MPa) and a minimum tensile
ngth 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 51: 1 inch = 25.4 mm.
The galvanized connectors have a minimum G90 zinc
coating specification in accordance with ASTM A653.
Some models (designated with a model number ending
with Z) are available with a G185 zinc coating specification
in accordance with ASTM A653. Some models (designated
with a model number ending with HDG) are available
with a hot -dip galvanization, also known as "batch"
galvanization, in accordance with ASTM A123, with a
minimum specified coating weight of 2.0 ounces of zinc per
square foot of surface area (600 g/m2), total for both sides.
Model numbers in this report do not include the Z or HDG
ending, but the information shown applies.
The HGT Heavy Girder Tiedown Brackets have a painted
finish and may also be,available with the HDG finish.
The lumber treater or holder of this report
(Simpson Strong -Tie Company) should be contacted for
recommendations on minimum corrosion resistance of
steel' connectors in contact with the specific proprietary
preservative treated or fire retardant treated lumber.
3.2.2 Wood: Supporting wood members to which these
connectors are fastened must be solid sawn lumber, glued -
laminated lumber, or engineered lumber [such as
Laminated Veneer Lumber (LVL), Parallel Strand Lumber
(PSL), and Laminated Strand Lumber (LSL)] having
dimensions consistent with the connector dimensions
shown in this report. Unless otherwise noted, supporting
wood members and supported members must have an
assigned minimum specific gravity of 0.50 (minimum
equivalent specific gravity of 0.50 for engineered lumber),
except as noted in Table 5 for the SPH stud plate tie
connectors, which provides values for which lumber
members having assigned minimum specific gravities of
0.50 and 0.55 are required; and Table 7 for the SSP and
DSP stud -to -plate tie connectors, which permits lumber
having assigned minimum specific gravities of 0.50 and
0.43. The lumber used with the connectors described in
this report must have a maximum moisture content of 19
percent (16 percent for engineered lumber) except as
noted in Section 4.1.
The thickness of the wood members must be equal to or
greater than the length of the fasteners specified in the
tables in this report, except if noted otherwise in the tables
and accompanying footnotes in this report, or as required
by wood member design, whichever controls.
3.2.3 Fasteners: Bolts, at a minimum, must comply with
ASTM A36 or A307. Nails used for connectors, straps, and
ties described in this report must comply with ASTM F1667
and have the following minimum dimensions and bending
yield strengths (Fyb):
•
3 j Most Widely Accepted and Trusted
0
3of11
FASTENERS
NAIL
DIAMETER
(inch)
NAIL
LENGTH
(inches)
F j6
(psi)
8d x 1%
0.131
11/7.
100,000
8d,
0.131
21/2
100,000
10d x 1%
0.148
11/2
90,000.
10d
0.148
3
90,000
SI: 1 inch = 25.4 mm.
steners used in contact with preservative treated or
retardant treated lumber must comply with Section
1.10.5 of the 2015 IBC, Section 2304.9.5 of the 2012,
i and 2006 IBC, Section R317.3 of the 2015, 2012 and
I IRC or Section R319.3 of the 2006 IRC, as
cable. The lumber treater or this report holder
pson Strong -Tie Company) should be contacted for
mmendations on minimum corrosion, resistance of
ners and connection capacities of fasteners used with
specific proprietary preservative treated or fire
dant treated lumber.
4.01 DESIGN AND INSTALLATION
Design:
e tabulated allowable loads shown in this report are
sed on allowable stress design (ASD) and include the
d duration factor, CD, corresponding with the applicable
ds in accordance with the National Design
ecifrcatione for Wood Construction (NDS).
.abulated allowable loads apply to products connected
wood used under dry conditions and where sustained
nperatures are 100OF (37.8°C) or less. When products
installed to wood having a moisture content greater
in 19 percent (16 percent for engineered wood
ducts), or when wet service is expected, the allowable
ds must be adjusted by the wet service factor, CM,
;cified in the NDS. When connectors are installed in
od that will experience sustained exposure to
nperatures exceeding 100°F (37.8°C), the allowable
ds in this report must be adjusted by the temperature
tor, Ct, specified in the NDS.
,onnected wood members must be analyzed for load -
Tying capacity at the connection in accordance with the
Installation:
Ilation of the connectors must be in accordance with
evaluation report and the manufacturer's published
Ilation instructions. In the event of a conflict between
report and the manufacturer's published installation
fictions, this report governs.
Special Inspection:
I Main Wind -force -resisting Systems under the
: Periodic special inspection must be conducted for
ponents within the main wind -force -resisting system,
re required in accordance with Sections 1704.2 and
5.11 of the 2015 IBC, Sections 1704.2 and 1705.10 of
2012 IBC, Sections 1704 and 1706 of the 2009 IBC,
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 1 Most Widely Accepted and Trusted Page 4 of 11
TABLE 1—HURRICANE TIES
J
FASTENERS
DS'� ALLOWABLE LOA
(Quantity Type)
(IbS)
MODEL
NO.:=
-
To Rafter `
T6: ates
To`Stud `"
Connection -°
Uplift°
Laterals'
Co-1:6
,
a
Configurations
Co 1.6
IH1
6-8d x 1%
4-8d
—
545
510
190
H
10A
10d z .1'/Z
9 =10d 'k 1'!z
—
H10-2
6-10d
6-10d
—
655
430
355
2:5A
= t_ 54d .:;
f: 5-8d ..: ,
2
IH3
4-8d
4-8d
—
435
210
170
125.
H4
—
4-8d
4-8d
3
330
—
—
j�H6:.'84d
4-8d
4-8d
—
4
330
140
175
:''8-8d ;.
5
.`' 1230.-
-
—
H7Z
4-8d
2-8d
8-8d
6
830
410
For
1 inch = 25.4 mm, 1 Ibs = 4.45 N.
'Allowable
ISi:
loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wood member. A rafter
mini
um 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
late.
ZAllo
able 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 is (next page) indicate the load directions F, and FZ, and are details showing connector
instgllations
on the outside of the wall for clarity. Installation on the inside of the wall is acceptable to achieve the tabulated allowable loads.
4Cognections
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 govem.
sAllowable
requ'red
lateral loads in the F, direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking
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
me
bars.
r
3I41�'�1�
0 0 0
o •-
•. ®6 a
• `� ; 1�+6
�� Zi
6°
6 ®e its o <•
23
"0
51,9.
H1\\►II H2.5A H3
FIGURE 1a-1-11, H2.5A, AND H3 HURRICANE TIES
t-2613 I Most IMdel
Trusted
5of11
I
H10-2
FIGURE 1 b-1-14, H5, H6, H7Z, H10A AND H10-2 HURRICANE TIES
El H1 Installation
(1-110A and H10-2 similar)
H4 Installation
v W
H2.5A Installation
(Nails into both top plates)
(1-13 and H5 similar)
4 °
ro
H4 Installation
(Nails into upper top plate)
Uaa a minimum
H6 Stud to
at woadealie ,f
Band
i
ide
p I'llf .o1s
Joist
nauama
�+RIi
Installation
R '
H6 Stud to
Double Top
i .
�
Plate
I
z --
_
Two ed irelu
Intopiafaa.
Installation
3 '•
i •.
EI ®d
i+da
`
naJIM
dada
6 ;; W
H7Z Installation
FIGURE 1 c—CONNECTION CONFIGURATIONS OF HURRICANE TIE INSTALLATIONS SPECIFIED IN TABLE 1
1 i
3 1 Most Widely Acceptea and Trusted
6. of 11
TABLE 2—HS24 HURRICANE TIE
FASTENER$"(Quant-0-Type) ' .
ALLOWABLE LOADS (Ibs) Co 1 6
MODEL
N0.
y To Rafter or Truss
To Double Top Plate
Uplift
Latera l'.+s
F�
Fz
HS24
8-8d x 1 /2 & 2-8d (slant)
8-8d
605
645
1,100
8-8d x 1 /z
8-8d
1 625
625
680
For SI: 1. inch = 25.4 mm, 1 Ibs = 4.6 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.
The uplift loads have been increased for wind or earthquake loading. No further Increase is allowed. Allowable loads must be reduced when
other load durations govern.
'Allowable lateral loads in the F, direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking
required by code to laterally support the ends of joists/rafters.
°Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter
member.
5F, oad direction is parallel to plate, and F2 load direction is perpendicular to plate.
14"
41
HS24 Dimensions
,.,
2W U.S. Patents
5,603,680
HS24 Installation and Allowable Load Directions
FIGURE 2—HS24 HURRICANE TIE
ES1t.2613 1 Most WidelyAccepte�_—_.J Trusted Page 7 of 11
TABLE 3—LTS, MTS, AND HTS TWIST STRAPS
STRAP
SERIES
ST
L---
MODEL
NO
STRAP ".
LENGTH _
(m)
TOTAL QUANTITY OF FASTENERS'
ALLOWABLE UPLIFT LOADs2?-, bs)
Wh' Installed
wrth 10d Common
Nails
Wfien Installed
with 1odx1'IZ
Common Nails
When Installed with 10d
Common Nails
When Installed with
10dx1'l= Coromoe Nails
Co. Via, j :.
Co=:Cat.- -=
LTS4
LTS12
12
12
12
660
600
LTS16
16
LTS18
18
LTS20
20
MTS
MTS12
12
14
MTS16
16
MTS-18
= 18 Y;
MT S20
20
MTS30 .
, 30
HTS16
16
16
16
1,310
1,310
HTS5
HTS20
20
20
24
1,310
1,310
HTS24
24
HTS28
28
HTS30
30
HTS30C
30
For ISI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N
'Ha)f 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 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.
5HT630C has the twist in the center of the strap length.
1' Typ.
1114-
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 1 Most Widely Accepted and Trusted
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TABLE 4—LFTA LIGHT FLOOR TIE ANCHOR!
MODEL NO ;:
LFTA ANCHOR DIMENSIONS (in)
] PASTENERSZ ;-
piantity Type) .:
ALL.OWABLE.TEN810N LOAD34 (Ibs);
' Co =1.6
Strap Wdth'(VV)
':Clear Span,
Overall Length (L)
LFTA
21/4
17
383/8
16-10d Common
1,325
For 51: 1 inch = 25.4 mm, 1 Ibs = 4.45 N.
'Th 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.
2Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load.
'Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code.
4Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be
reduced when other load durations govem.
FIGURE 4—LFTA LIGHT FLOOR
TIE ANCHOR
l
3 1 Most Widely Acceptea an Trusted
9of11
TABLE 6—SP AND SPH STUD PLATE TIES
CONNECTOR'
SERIES:'`
: MODEL,
CONNECTOR ._
-DIMENSIONS (In) `=,
;FASTENERS'. '" .
(Quantity=Type) '-,'
ALLOWABLE UPLIFT LOADS23jS '
y pbs) =i
(IIV)
(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
SP4
39/1s
71l4
6-10d x 1'/2
—
825
825
6-16d x 2'/2
—
850
850
SP
SP6
5@/1@
73/a
6-10d x 1'/2
—
825
825
6-16d x 2%
—
850
850
SP8
75/16
85/16
6-10d x 11/2
—
825
825
6-16d x 2'/2
—
850
850
SPH
804
3B/te
19.0-1 Ud x 1 2
—
1,040
12 :1t7dx 1�/2
1 280 °
SPH6
5B/16
91/4
s s
12 10d x 1'/2
W
1 sz80 G~
s 1415
80H8
79h6
83/@
10-1Od x 1,4
For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N.
'Fort 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 "SP1 Nailing
Prolle.1
2Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code.
3Ta ulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be
red ced when other load durations govern.
°Allgwable uplift loads are given for wood assemblies consisting of lumber having an assigned specific gravity (S.G.) of 0.50, such as Douglas
fir —I rch, and 0.55, such as southern pine.
I`5tudj
L r m'
11 'k v°
SP1/SP2
Typical SPH4Installation:
Stud to Wood Sill Plate
(SP4 Similar)
SP2 Installation: SP1 Nailing Profile
Stud to Double Top Plate
SP1 Installation:
Stud to Sill Plate Typical SP4 Installation:
Double Top Plate to Stud (SPH Similar)
FIGURE 5—SP AND SPH STUD PLATE TIES
3 1 Most INdelyAcceptL _: d Trusted
TABLE 6—RSP4 REVERSIBLE STUD PLATE CONNECTOR'
10of11
MODEL t .
FASTENERS
(Quantity -Type)
ALLOWABLE LOADS' (Ibs)'Co 1 6
'
To Stud '
To Plate
Connectidn Confguration4
Uplift
Lateral6
F, `.
FZ
RSP4
4--8d x 02
44d x 02
Stud to Double Top Plate
390
165
245
Stud to Sill Plate
245
165
225
ror Sr i Incn = Z5.4 mrn, 1 IDS = 4.45 N.
'Refer to Figure 6a for overall dimensions of the RSP4 plate connector.
3Tabulated 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.
5Fi load direction is parallel to plate, and FZ load direction is perpendicular to plate.
0 0.
0 0.
I I 411z
a
FIGURE 6a—RSP4 STUD
PLATE CONNECTOR
DIMENSIONS
F1 F2
FIGURE 6b—RSP4 INSTALLATION: FIGURE 6c—RSP4 INSTALLATION:
STUD TO DOUBLE TOP PLATE STUD TO SILL PLATE
U.S. PATENT 6,697,725
se 1 incn = Z5.4 mm, 1 IDS = 4.45 N.
ulated allowable uplift loads have been increased for wind or earthquake loading no further increase allowed. Reduce loads when other
durations govern.
:n cross -grain bending or cross -grain tension cannot be avoided, mechanical reinforcement to resist such forces should be considered.
Sill Plate allowable uplift loads, all round nail holes in the connector must be filled with the specified quantity and type of nails.
Double Top Plate allowable uplift loads, all round and triangular nail holes the tie connectors must be filled with the specified quantity and
of nails.
SSP DSP SSP Installation: DSP Installation:
U.S. Patent U.S. Patent Single Stud to Sill Plate Double Stud to Double Top Plate
7,065,932 065,932
71366,973 7,366,973 FIGURE 7—SSP/DSP STUD PLATE TIES
Page 11 of 11
- ESR-2613 I Most Widely Accepter �, ,`l Trusted -
TABLE 8—HGT HEAVY GIRDER TIEDOWN CONNECTORS"2
MODEL
NO
JHGTCONNECTOR
WIDTH
(W)
DISTANCE BETWEEN ;
THREADED RODS-
(on center)
(inches)
FASTENERS
(QuantltyType)
ALLOWABLE UPLIFT
- LOADS6Q
Co=16
__ _
Threaded Rod' '
To Multi ply Truss:
,.
IHGT-2
35/1g
53/4
2j/." Dia:
16-10d
10,345
IHGT-4
69/1s
9
2—s/e" Dia.
16-10d
11,395
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.
2AII�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.
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
ply Mckness 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
elated allowable loads must be selected based on duration of load as permitted by the applicable building code.
uplift loads have been increased for wind or earthquake loading with no further increase is allowed. Reduce loads when other load
ions govern..
height threaded rods are shown in Figure 8 for illustration purposes only, as one method of transferring the design load from the HGT
Bctor to the foundation. The threaded rod material specifications must be specified by the registered design professional.
LBP %-Inch washers must be installed on top of each crescent washer. LBP washers and crescent washers are required. Crescent
err, are supplied with the connector. LBPs/e washers are available from Simpson Strong -Tie Company, and are 2-inch square by 9/e4-inch
galvanized steel washers with a center bolt hole to accommodate a 5/e-inch diameter threaded bolt1rod.
HGT-2
(HGT-3 and HGT-4 similar)
Install two IBPsib washers
on top of each crescent washer
(total four W washers) for wood
Installation. All washers and"
crescent washers are required.
Crescent washers are supplied.
Typical HGT-3 Installation with full height
threaded rod. The design of the threaded rod,
including any necessary hardware or shrinkage
compensating devices, is outside the scope of
this report.
FIGURE 8—HGT HEAVY GIRDER TIEDOWN CONNECTOR