ICC-ES Evaluation Report
ESR-1575*
Reissued May 1, 2009
This report is subject to re-examination in two years.
www.icc-es.org | (800) 423-6587 | (562) 699-0543
DIVISION: 06 00 00—WOOD, PLASTICS AND
COMPOSITES
Section: 06 05 23—Wood, Plastic and Composite
Fastenings
A Subsidiary of the International Code Council ®
of various components making up the LTS and LTTI and
MTS tension tie hold-downs. See Table 1 and Figure 1 for
product dimensions, fastener schedules, allowable loads,
and typical installation details.
3.1.2 PHD and UPHD Hold-downs: The PHD and
UPHD hold-downs consist of a main structural steel
component with prepunched holes for installation of USP
WS3 wood screws used to connect the hold-down to the
wood member, and a base plate component that provides
a seat for an anchor rod/bolt nut, as shown in Figure 2.
The USP WS3 wood screws are provided with the PHD
and UPHD hold-downs. See Table 4 for the steel
thicknesses of various components making up the PHD
and UPHD hold-downs. See Table 2 and Figure 2 for
product dimensions, fastener schedules, allowable loads,
and typical installation details.
REPORT HOLDER:
UNITED STEEL PRODUCTS COMPANY
14305 SOUTHCROSS DRIVE, SUITE 200
BURNSVILLE, MINNESOTA 55306
(952) 898-8772
www.uspconnectors.com
info@uspconnectors.com
EVALUATION SUBJECT:
USP HOLD-DOWN CONNECTORS
3.1.3 TDX Hold-downs: TDX hold-downs consist of a
main structural steel component with prepunched holes for
installation of bolts used to connect the hold-down to the
wood member, and a base component that provides a seat
for an anchor rod/bolt nut, as shown in Figure 3. See Table
4 for the steel thicknesses of various components making
up the TDX hold-downs. See Table 3 and Figure 3 for
product dimensions, fastener schedules, allowable loads,
and typical installation details.
1.0 EVALUATION SCOPE
Compliance with the following codes:
 2006 International Building Code® (IBC)
®
 2006 International Residential Code (IRC)
 Other Codes (see Section 8.0)
Property evaluated:
3.2 Materials:
Structural
2.0 USES
The USP hold-down connectors described in this report
are used as wood framing anchorage, such as to connect
wood posts to concrete foundations or to connect an
upper-story wood post to a lower-story supporting wood
post, in accordance with IBC Sections 2304.9.3, 2305.1,
2305.3.2, 2305.3.7, 2305.3.8.2.4, 2308.9.3.1, and
2308.9.3.2; and are used as anchorage of concrete and
masonry walls to structural wood elements to provide
lateral support for the walls as required by IBC Section
1604.8. The hold-down connectors 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.
3.2.1 Steel: The specific types of steel and corrosion
protection for each product described in this report are
shown in Table 4. Minimum steel base-metal thicknesses
for the different gages are shown in the following table:
GAGE NO.
DESIGN BASEMETAL
THICKNESS (inch)
MINIMUM BASEMETAL THICKNESS
(inch)
18
0.046
0.044
16
0.058
0.055
12
0.104
0.099
10
0.136
0.129
7
0.180
0.171
3
0.250
0.240
For SI: 1 inch = 25.4 mm.
3.0 DESCRIPTION
3.1 General:
3.1.1 LTS and LTTI Tension Tie Hold-downs: The LTS
and LTTI tension tie hold-downs consist of a steel strap
with prepunched holes for installation of nails or bolts used
to connect the hold-down to the wood member, and a base
component that provides a seat for an anchor rod/bolt nut,
as shown in Figure 1. See Table 4 for the steel thicknesses
3.2.2 Wood: Wood members with which the hold-downs
are used must be sawn lumber with a minimum specific
gravity of 0.50, or approved structural engineered lumber
(structural composite lumber, alternative strand lumber, or
prefabricated wood I-joists) with a minimum equivalent
specific gravity of 0.50, unless otherwise noted in the
applicable table within this report. Wood members must
have a maximum moisture content of 19 percent (16
*Revised November 2010
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 any finding or other matter in this report, or as to any product covered by the report.
Copyright © 2010
Page 1 of 9
ESR-1575 | Most Widely Accepted and Trusted
Page 2 of 9
percent for structural engineered lumber), except as noted
in Section 4.1. For connectors installed with nails or WS
wood screws, the thickness of each wood member must be
sufficient such that the specified fasteners do not protrude
through the opposite side of the member. For installations
in structural engineered lumber, minimum allowable nail or
screw spacing and end distance, as specified in the
applicable evaluation report for the structural engineered
lumber, must be met. Refer to Section 3.2.4 for issues
related to treated wood.
3.2.3 Fasteners and Threaded Rod: Required fastener
types and sizes for use with the USP connectors described
in this report are specified in this section and Tables 1, 2
and 3. Fasteners and threaded rods must comply with
Sections 3.2.3.1 through 3.2.3.3, as applicable.
3.2.3.1 Bolts and Threaded Rods: At a minimum, bolts
and threaded rods must comply with ASTM A 307 or A 36
and must have a minimum bending yield strength of
45,000 lbf/in2 (310 MPa). Bolt and threaded rod diameters
must be as specified in the applicable tables of this report.
3.2.3.2 WS Wood Screws: WS3 wood screws are
provided with the PHD and UPHD series hold-downs. WS3
1
wood screws have a major diameter of /4 inch (6.4 mm)
and a length of 3.0 inches (76.2 mm).
3.2.3.3 Nails: Nails used for connectors described in this
report must comply with material requirements, physical
properties, tolerances, workmanship, protective coating
and finishes, and packaging and package marking
requirements specified in ASTM F 1667, and must have
lengths, diameters and bending yield strengths as shown
in the following table:
FASTENER
DESIGNATION
10d common
FASTENER
SHANK
LENGTH (inch) DIAMETER
(inch)
MINIMUM
REQUIRED
2
Fyb (lbf/in )
3.0
0.148
10d-by-1 /2
1.5
0.148
90000
16d common
3.5
0.162
90000
1
90000
2
For SI: 1 inch = 25.4 mm, 1 lbf/in = 6.89 kPa.
3.2.4 Use with Treated Wood: Connectors and
fasteners used in contact with preservative-treated or fireretardant-treated wood must comply with IBC Section
2304.9.5 or IRC Section R319.3. The lumber treater or the
report holder for ESR-1575 (United Steel Products
Company), or both, should be contacted for
recommendations on the appropriate level of corrosion
resistance to specify for the connectors and fasteners, as
well as the connection capacities of the fasteners used
with the specific proprietary preservative-treated or fireretardant-treated lumber.
4.0 DESIGN AND INSTALLATION
4.1 Design:
4.1.1 Hold-down Assembly: The allowable loads shown
in Tables 1, 2 and 3 of this report are for hold-down
assemblies consisting of the following components: (1)
hold-down device; (2) an anchor bolt/rod attached to the
seat of the device; (3) a wood member having minimum
specified dimensions and properties (4) fasteners of a
quantity, type and size used to attach the hold-down
device to the wood member; and (5) bearing plates or
washers. The allowable loads for these assemblies are
based on allowable stress design (ASD) and include the
load duration factor, CD, corresponding to the applicable
loads, and the group action factor, Cg, where applicable, in
accordance with the National Design Specification (NDS)
for Wood Construction.
Tabulated allowable loads are for hold-downs connected
to wood used under continuously dry interior conditions,
and where sustained temperatures are 100°F (37.8°C) or
less.
When hold-downs are fastened to wood having a
moisture content greater than 19 percent (16 percent for
engineered lumber), or where wet service is expected, the
allowable loads shown in Tables 1, 2 and 3 of this report
must be adjusted by the wet service factor, CM, as
specified in the NDS for lateral loads on dowel-type
fasteners.
When hold-downs are fastened to wood that will
experience sustained exposure to temperatures exceeding
100°F (37.8°C), the allowable loads shown in Tables 1, 2
and 3 of this report must be adjusted by the temperature
factor, Ct, specified in the NDS.
Wood members to which the hold-downs are attached
must be checked for allowable capacity at the critical net
section for total combined stresses in accordance with the
NDS, where applicable. Total combined stresses at the
critical net section consist of flexural stress due to holddown eccentricities relative to the centroid of the
connected wood member (Mxx and Myy) combined with
axial tension (T) stress.
Where design load combinations include earthquake
loads or effects, story drifts of the structure must be
determined in accordance with Section 12.8.6 of ASCE
7-05 by using strength-level seismic forces without
reduction for ASD. The deflection of a shear wall restrained
from overturning by hold-downs installed in accordance
with this report is calculated using Equation 23-2 shown in
Section 2305.3.2 of the IBC, or Equation 4.3-1 shown in
Section 4.3.2 of ANSI/AF&PA SDPWS-2005 (Special
Design Provisions for Wind and Seismic). The total
deflection values, ∆all and ∆s, at ASD-level and strengthlevel forces, respectively, for hold-down assemblies shown
in Tables 1, 2 and 3 of this report include all sources of
hold-down assembly elongation, such as fastener slip,
hold-down device extension and rotation, and, for the PHD,
UPHD, TDX and TD series hold-downs, anchor rod
elongation where the unbraced length of the rod is a
maximum
of
5 inches (127 mm). The contribution of the hold-down
anchor rod elongation to the total elongation (deflection) of
the hold-down assembly needs to be considered when the
actual diameter, length, or ASTM steel specification of the
anchor rod differs from that described in this report.
Please note: When seismic governs, the symbol ∆s as
used in this report refers to the symbol da in Section
2305.3.2 of the IBC and to the symbol ∆a in Section 4.3.2
of ANSI/AF&PA SDPWS-2005.
4.1.2 Anchorage to Concrete or Masonry: Adequate
embedment length and anchorage details, including edge
and end distances, must be determined by a registered
design professional in accordance with Chapter 19 or 21 of
the IBC, as applicable, for design of anchorage to concrete
and masonry structural members.
Where design load combinations include earthquake
loads or effects, the design strength of anchorage to
concrete must be determined in accordance with Section
1912 of the IBC, except for detached one- and two-family
dwellings, assigned to Seismic Design Category A, B or C,
or located where the mapped short-period spectral
response acceleration, Ss, is less than 0.4g.
4.2 Installation:
Installation of USP hold-down connectors must be in
accordance with this evaluation report and the
ESR-1575 | Most Widely Accepted and Trusted
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 IBC: Periodic special inspection is required for
installation of connectors described in this report that are
designated as components of the seismic-force-resisting
system for structures in Seismic Design Categories C, D, E
or F in accordance with IBC Section 1707.3 or 1707.4, with
the exception of those structures that qualify under the
Exceptions to Section 1704.1.
4.3.2 IRC: Special inspections are not required for
connectors used in structures regulated under the IRC.
5.0 CONDITIONS OF USE
The USP hold-down connectors 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. In the event of a
conflict between this report and the USP published
installation instructions, the more restrictive governs.
5.2 Calculations and details showing compliance with this
report must be submitted to the code official. The
calculations and details 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.
Page 3 of 9
7.0 IDENTIFICATION
The hold-down devices described in this report are
identified by the product model (stock) number, the number
of the ICC-ES index evaluation report for United Steel
Products Company (ESR-2685), and by one or more of the
following designations: USP, or United Steel Products
Company. Labels on connectors identified in Table 4 as
being manufactured under a quality control program with
third-party inspections also bear the name of the third-party
inspection agency (PFS Corporation).
8.0 OTHER CODES
8.1 Evaluation Scope:
In addition to the codes referenced in Section 1.0, the
products in this report were evaluated for compliance with
the requirements of the following codes:
 2003 International Building Code® (2003 IBC)
 2003 International Residential Code® (2003 IRC)
The products described in this report comply with, or are
suitable alternatives to what is specified in, the codes listed
above, subject to the provisions of Sections 8.2 through
8.7.
8.2 Uses:
USP hold-down connectors are used as wood framing
anchorage, such as to connect wood posts to concrete
foundations or to connect an upper-story wood post to a
lower-story supporting wood post, in accordance with 2003
IBC Sections 2304.9.3, 2305.1, 2305.3.2, 2305.3.6,
2305.3.7.2.4, and 2308.9.3.1; and are used as anchorage
of concrete and masonry walls to structural wood elements
to provide lateral support for the walls as required by 2003
IBC Section 1604.8. The hold-down connectors may also
be used in structures regulated under the 2003 IRC when
an engineered design is submitted in accordance with
Section R301.1.3 of the 2003 IRC.
8.3 Description:
See Section 3.0 of this report.
5.4 Connected wood members and fasteners must
comply, respectively, with Sections 3.2.2 and 3.2.3 of
this report.
8.4 Design and Installation:
5.5 Use of steel hold-downs and fasteners in contact with
preservative- or fire-retardant-treated lumber must be
in accordance with Section 3.2.4 of this report.
Revise the first sentence in the sixth paragraph of
Section 4.1.1: Where design load combinations include
earthquake loads or effects, story drifts of the structure
must be determined in accordance with Section 9.5.5.7.1
of ASCE 7-02 by using strength-level seismic forces
without reduction for ASD.
5.6 Anchorage to concrete or masonry structural
members must be designed and detailed in
accordance with Section 4.1.2 of this report.
5.7 Welded hold-downs, identified in Table 4 as being
manufactured under a quality control program with
third-party inspections, are manufactured at the
designated facilities under a quality control program
with inspections by PFS Corporation (AA-652).
6.0 EVIDENCE SUBMITTED
Data in accordance with the ICC-ES Acceptance Criteria
for Hold-downs (Tie-downs) Attached to Wood Members
(AC155), dated October 2005 (editorially revised April
2008).
See Section 4.0 of this report, except for the following
modification:
8.5 Conditions of Use:
The USP hold-down connectors described in this report
comply with, or are suitable alternatives to what is
specified in, those codes listed in Section 8.1 of this report
subject to the conditions of use described in Section 5.1
through 5.7 of this report.
8.6 Evidence Submitted:
See Section 6.0 of this report.
8.7 Identification:
See Section 7.0 of this report.
ESR-1575 | Most Widely Accepted and Trusted
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TABLE 1—LTS, LTTI AND MTS TENSION HOLD-DOWN ASSEMBLY ALLOWABLE LOADS
STOCK
NO.
STEEL
GAGE
DIMENSIONS
(inches)
Anchor Bolts
Strap Plate W
LTS19
FASTENER SCHEDULE
6
16
3
L
D
3
1
1 /4 22 /4 3
CL Qty. Dia. (in.) Spacing Qty.
1
1 /2
1
3
/4
1
2 /2
8
Type
10d Common
12
3
2
20
3
1
1 /2
1
1
/2
3
3 /4
10
--
--
3
1205
--
0.132
0.206
--
--
1.5
1100
--
0.060
0.231
16d Common
--
--
3
1105
--
0.064
0.245
10d x 1 /2"
--
--
1.5
1100
--
0.128
0.234
3
1105
--
0.128
0.234
1.5
--
1175
0.128
0.234
2805
--
0.175
0.234
1
LTS20B
LTTI31
1
12
18
3
3
2
20
3
1
1 /2
3
5
3
3 /4 31 2 /8 1 /8
1
1
3
/4
5
/8
3
3 /4
3
10
ALLOWABLE
DISPLACEMENT
MINIMUM
TENSION
8,9
AT MAX LOAD
WOOD
LOADS, P all
(inches)
MEMBER
(lbs)
Bolts
THICKNESS
9
Dia. (inches) 7 , 8 Nailed Bolted
Qty.
Δ all
Δs
(in.)
CD = 1.6 CD = 1.6
10d x 1 /2"
1
LTS20
1,2,3,4,5
16d Common
--
--
--
--
2
1
18
10d x 11/2"
--
--
/2
1.5
(8)
Tabulated allowable loads are for a hold-down assembly consisting of the hold-down device attached to a wood structural member with the type,
number and size of fasteners noted in the table.
2
The allowable loads for the hold-down assemblies are based on allowable stress design (ASD), and include the load duration factor, CD,
corresponding with wind or earthquake loading in accordance with the NDS. No further increase for load duration is allowed. See Section 4.1 for
additional design requirements.
3
When using the basic load combinations in accordance with IBC Section 1605.3.1, the tabulated allowable loads for the hold-down assembly
must not be increased for wind or earthquake loading. When using the alternated basic load combinations in IBC Section 1605.3.2 that include
1
wind or earthquake loads, the tabulated allowable loads for the hold-down assembly must not be increased by 33 /3 percent, nor can the
alternative basic load combinations be reduced by a factor of 0.75.
4
Anchorage to concrete or masonry must be determined in accordance with Section 4.1.2 of this report.
5
The base of LTS and LTTI hold-downs must be flush and in contact with the surface of the concrete or masonry into which the anchor bolt is
embedded. See Figure 1 for typical installation details.
6
Values correspond to dimensions shown in Figure 1.
7
Minimum wood member thickness is the minimum dimension of the wood member parallel to the faster axes. The minimum width of the wood
member (dimension perpendicular to the fastener axes) must be 3.5 inches (89mm), except as noted in footnote 8.
8
The minimum width of the wood member to which the LTTI31 is attached must be 5.5 inches (140mm) (2x6 nominal).
9
Allowable loads for bolted installations apply to single shear, parallel-to-grain loading in wood members having minimum dimensions as
specified.
10
Tabulated displacement values, ∆aII and ∆s, for hold-down assemblies include all sources of hold-down assembly elongation, such as fastener
slip, hold-down device extension and rotation, and anchor rod elongation, at ASD-and strength-level forces, respectively. The notation ∆aII is the
displacement at the tabulated ASD loads and ∆s is the displacement at strength –level loads. The tabulated allowable tension loads must be
multiplied by 1.4 to obtain the strength-level loads associated with the tabulated strength –level deformations ∆s.
11
Elongation of the hold-down anchor rod must be calculated when the actual unbraced rod length is greater than 5 inches (127mm), or the
ASTM Steel specification of the anchor rod differs from that described in Section 3.2.3.1 of this report.
ESR-1575 | Most Widely Accepted and Trusted
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ESR-1575 | Most Widely Accepted and Trusted
1
Page 6 of 9
Tabulated allowable loads are for a hold-down assembly consisting of the hold-down device attached to a wood structural member
with the type, number and size of fasteners noted in the table.
2
The allowable loads for the hold-down assemblies are based on allowable stress design (ASD), and include the load duration factor,
CD, corresponding with wind or earthquake loading in accordance with the NDS. No further increase for load duration is allowed. See
Section 4.1 for additional design requirements.
3
When using the basic load combinations in accordance with IBC Section 1605.3.1 (or UBC Section 1612.3.1), the tabulated allowable
loads for the hold-down (tie-down) shall not be increased for wind or earthquake loading. When using the alternate basic load
combinations in IBC Section 1605.3.2 (or UBC Section 1612.3.2) that include wind or earthquake loads, the tabulated allowable loads
1
for the hold-down (tie-down) shall not be increased by 33 /3 percent, nor shall the alternative basic load combinations be reduced by a
factor of 0.75.
4
Anchorage to concrete or masonry must be determined in accordance with Section 4.1.2 of this report.
5
Values correspond to dimensions shown in Figure 2.
6
Minimum wood member thickness is the minimum dimension of the wood member parallel to the fastener axes. The minimum with of
the wood member (dimension perpendicular to the fastener axes) must be 3.5 inches (140 mm), except as noted in footnote 7.
7
The minimum width of the wood member to which with UPHD8 is attached must be 3.5 inches (89mm) (4x4 nominal)
8
Tabulated displacement values, ∆aII and ∆s, for hold-down assembly elongation, such as fastener slip, hold-down device extension
and rotation, and anchor rod elongation, as ASD and strength-level forces, respectively, The notation ∆aII is the displacement at the
tabulated ASD load, and ∆s, is the displacement at strength–level loads. The tabulated allowable tension loads must be multiplied by
1.4 to obtain the strength-level loads associated with the tabulated strength-level deformations, ∆s.
9
Elongation of the hold-down anchor rod must be calculated when the actual unbraced rod length is greater than 5 inches (127 mm), or
the ASTM steel specification of the anchor rod differs from that described in Section 3.2.3.1 of this report.
ESR-1575 | Most Widely Accepted and Trusted
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ESR-1575 | Most Widely Accepted and Trusted
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TABLE 3—TDX & TD HOLD-DOWN ASSEMBLY ALLOWABLE LOADS
FASTENER SCHEDULE
5
DIMENSIONS (inches)
STOCK
NO.
STEEL
GAGE
Anchor Bolts
W
TDX2
12
1
2 /16
H
D
CL
Qty.
1
2 /4
3
1 /2
1
1
8 /8
1,2,3,4
Dia. (in.)
5
/8
Bolts into Wood Member
Min. End
Distance
1
4 /2
Qty.
2
6
Dia. (in.)
5
/8
MINIMUM
WOOD
MEMBER
7
SIZE
ALLOWABLE
TENSION
LOADS, P all
(lbs)
CD = 1.6
1- 2x4
1,910
2 - 2x4
3,130
DISPLACEMENT
8, 9
AT MAX LOAD
(inches)
Δ all
Δs
0.140
0.196
For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 6.89 kPa.
1
Tabulated allowable loads are for a hold-down assemble consisting of the hold-down device attached to a wood structural member with the type,
number and size of fasteners noted in the table.
2
,
The allowable loads for the hold-down assemblies are based on allowable stress design (ASD), and include the load duration factor, CD
corresponding with wind or earthquake loadking in accordance with the NDS. No further increase for load duration is allowed. See Section 4.1 for
additional design requirements.
3
When using the basic load combinations in accordance with IBC Section 1605.3.1, the tabulated allowable loads for the hold-down assemble must
not be increased for wind or earthquake loading. When using the alternate basic load combinations in IBC Section 1605.3.2 that include wind or
1
earthquake loads, the tabulated allowable loads for the hold-down assembly must not be increased by 33 /2 percent, nor can the alternative basic
load combinations be reduced by a factor of 0.75.
4
Anchorage to concrete or masonry must be determined in accordance with Section 4.1.2 of this report.
5
Values correspond to dimensions showen in Figure 3.
6
Allowable loads for bolted installations apply to single shear, parallel-to-grain loading in wood members having minimum dimensions as specified.
7
Minimum wood member size designations correspond to nominal dimension lumber sizes. Larger member sizes may be used, provided both the
thickness and width are greater than or equal to that of the specified minimum member size. Tabulated values corresponding to minimum wood
member sizes of 4x6 or 4x8 are irrespective of member orientation within the wall.
8
Tablated displacement values, Δ all and Δ s, for hold-down assemblies include all sources of hold-down assemble elongation, such as fastener slip,
hold-down device extension and rotation, and anchor rod elongation, at ASD- and strength-level forces, respectively. The rotation Δ all is the
displacement at the tabulated ASD loads and the Δ s is the displacement at strength-level loads. The tabulated allowable tension loads much be
multiplied by 1.4 to obtain the strength-level loads associated with the tabulated strength-level deformations, Δ s.
9
Elongation of the hold-down anchor rod must be calculated when the actual unbraced rod length is greater than 5 inches (127 mm), or the ASTM
steel specification of the anchor rod differs from that described in Section 3.2.3.1 of this report.
FIGURE 3—TDX AND TD HOLD-DOWNS
ESR-1575 | Most Widely Accepted and Trusted
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TABLE 4—STEEL TYPES AND CORROSION RESISTANCE
STOCK NO.
LTS19
LTS20 and
LTS 20B
LTTI31
PHD
UPHDI1 and
UPHD141
STEEL SPECIFICATION
Strap
16
ASTM A 653, SS designation,
Grade 40
42,000
56,000
G902
Washer
3
ASTM A 36
36,000
58,000
Painted
Strap
12
ASTM A 653, SS designation,
Grade 40
42,000
56,000
G902
Washer
3
ASTM A 36
36,000
58,000
Painted
Strap
18
ASTM A 663, SS designation,
Grade 40
42,000
56,000
G902
Plate
3
ASTM A 36
36,000
58,000
Painted
Body
12
ASTM A 653, SS designation,
Grade 40
42,000
56,000
G902
Washer
3
ASTM A 36
36,000
58,000
Painted
10
ASTM A 1011, SS designation,
Grade 33
33,000
52,000
Painted
ASTM A 36
36,000
58,000
Painted
ASTM A 1011, SS designation,
Grade 33
33,000
52,000
Painted
Base Plate (1/2” steel Plate)
Body
7
Base Plate (5/3” Steel Plate)
TDX2
COATING
STEEL GAGE
Body
UPHD81
SPECIFIED YIELD SPECIFIED TENSILE
STRENGTH
STRENGTH
(lb f/in2)
(lb f/in2)
PART
ASTM A 36
36,000
58,000
Painted
42,000
56,000
G902, G-185
33,000
45,000
G902
Body
12
ASTM A 653, SS designation,
Grade 40
Washer
10
ASTM A 653, SS designation,
Grade 33
2
For SI: 1 inch = 25.45 mm; 1 lbf/in = 6.89 kPa.
1
Products are factory welded at the USP manufacturing facilities in Largo, FL; Livermore, CA; and Montgomery, MN under a quality control program
with third-party inspections by PFS Corporation (AA-652).
2
Coating is zinc in accordance with ASTM A 653.