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HIGH WINDRESISTANT
CONSTRUCTION
C-HW09

(800) 999-5099
www.strongtie.com


STRENGTH

Steel Strong-Wall ®shearwall shake table test
Simpson Strong-Tie Tye Gilb test facility
Stockton, CA


Presenting our Lateral Systems

Little did we know

At Simpson Strong-Tie, we believe that

structural system technology that’s

when we introduced our first holdown

strength really does come in numbers.

to come has us just
st as excited as we

in 1966 that our product innovations

By offering the largest selection of lab

eloped that first
were when we developed

would lead us to solutions that can

and field-tested lateral-force resist-

h new product and
holdown. With each

help hold together five-story buildings

ing systems along with dedicated

design innovation, we’re working with

during an earthquake or allow builders

engineers and field support reps to

ease the structural
the industry to increase

to install larger window and door

back them up, you can count on the

d buildings around
safety of homes and

openings in homes. Our offering of

strength of our products and our

n light of all the
the country. And in

lateral-force resisting systems, includ-

people to perform.

thquakes we’ve
hurricanes and earthquakes

ing Wood and Steel Strong-Wall®

Whether you’re designing or build-

experienced during the last 40 years,

shearwalls, Anchor Tiedown Systems

ing a single-family home, a six-story

d feeling.
that’s a pretty good

and new Strong Frame™ moment

mixed-used building or a retail store,

frames, gives designers and engineers

we know we have a solution to fit your

added design flexibility in wood-frame

project and meet the most stringent

construction and the confidence that

code requirements. And we’re not

almost anything is possible.

done yet. The research, testing and

To learn more, visit:
visit:
www.strongtie.com
m/lateralsystems
www.strongtie.com/lateralsystems

Steel Strong-Wall® shearwalls

Strong Frame™ moment frames

Anchor Tiedown
wn Systems


High Wind-Resistant Construction

WIND EFFECTS
Wind forces are generated from natural events like thunderstorms, hurricanes and tornadoes.
These winds create forces that attack the integrity of a structure in multiple ways: vertically,
resulting in uplift forces, and horizontally, resulting in overturning, sliding and racking forces.
Without proper design and construction, these forces can produce structural damage
and even destruction. Modern design and construction practices, such as structural
connectors used in a continuous load path transfer system, can effectively resist
these forces by reinforcing the structure from the roof to the foundation.
CS

H10A

When wind blows against the side of
the structure exerting a lateral force
that causes it to lean over (rack) to
one side.

SPH4

TSP

Strong-Wall®
Shearwall

Steel Strong-Wall®
Shearwall

Strong Frame™
Ordinary Moment Frame
C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

When wind flows over the roof of
the structure, creating a strong lifting
force on the roof which can cause
it to break away.

Titen HD®
Anchor
MASA

When wind blows against the side
of the structure exerting a lateral
force, causing it to slide off of its
foundation.

HDU

When the structure is anchored in
place to limit racking or sliding, the
lateral force of the wind causes the
structure to rotate or overturn.
4

HTT22

High Wind-Resistant Construction

TABLE OF CONTENTS
Wind Effects ................................................................................... 4

Floor to Masonry/Concrete ........................................................... 22

General Information ....................................................................... 8

Stud to Sill Plate ........................................................................... 23

Corrosion Information ................................................................. 8-9

Sill Plate to Foundation ................................................................ 23

Coatings Available ........................................................................... 9

Header to Wall Framing ................................................................ 24

Fasteners ................................................................................... 10-11

Alternative Wind Uplift Restraint System ................................... 25

Truss/Rafter to Wood Double Top Plates ..................................... 12

Stemwall/Crawlspace ................................................................... 26

Girder/Truss to Wall Framing ......................................................... 13

Pile/Girder to Wall ....................................................................... 27

I-Joists to Wall Framing ............................................................... 14

Post/Column to Beam ................................................................... 28

I-Joists to Masonry/Concrete ..................................................... 14

Corner Post/Column to Beam ...................................................... 29

Embedded Truss/Rafter to Masonry/Concrete ........................... 15

Post/Column to Foundation ......................................................... 30

Post Installed Truss/Rafter to Masonry/Concrete ...................... 16

Roof Boundary Connection .......................................................... 31

Girder/Truss to Masonry/Concrete ............................................. 17

Lateral Load ................................................................................. 31

Truss/Rafter Hip to Wall ............................................................... 18

Holdowns ...................................................................................... 32

Truss/Rafter Hip to End Wall ......................................................... 18

Steel Strong-Wall® Shearwall ..................................................... 33

Truss/Rafter to Single Top Plate .................................................... 19

Wood Strong-Wall® Shearwall .................................................... 34

Hollow Column Uplift .................................................................... 19

Gable End to Wall Framing .......................................................... 35

Truss/Rafter to Stud ..................................................................... 20

Valley Truss to Roof Framing ....................................................... 36

Top Plates to Stud ........................................................................ 20

Drag Strut Connection ................................................................. 36

Stud to Band Joist ........................................................................ 21

Hanger Uplift Considerations ....................................................... 37

Stud to Stud ................................................................................. 21

Load Path Installation Considerations .................................. 38-39

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

THE SIMPSON STRONG-TIE
QUALITY POLICY

GETTING FAST TECHNICAL SUPPORT

We help people build safer structures economically. We do
this by designing, engineering and manufacturing “No Equal”
structural connectors and other related products that meet or
exceed our customers’ needs and expectations. Everyone is
responsible for product quality and is committed to ensuring
the effectiveness of the Quality Management System.

Tom Fitzmyers

Terry Kingsfather

Chief Executive Officer

President

When you call for engineering technical support, we can help you quickly
if you have the following information at hand. This will help us to serve
you promptly and efficiently.
• Which Simpson Strong-Tie catalog are you using?
(See the front cover for the catalog number)
• Which Simpson Strong-Tie® product are you using?
• What is your load requirement?
• What is the carried member’s width and height?
• What is the supporting member’s width and height?
• What is the carried and supporting members’ material and application?

Call 800-999-5099 | www.strongtie.com

HOW TO USE THIS CATALOG
• NEW PRODUCTS
New products are shown with
the
symbol. There are also
many new sizes within existing
model series.

EXTRA CORROSION PROTECTION
This icon identifies products that are available with additional corrosion protection (ZMAX®, Hot-Dip
Galvanized, stainless steel or the SDS double-barrier coating). Other products may also be available
with additional protection, contact Simpson Strong-Tie for options. The end of the product name will
indicate what type of extra corrosion protection is provided (Z = ZMAX, HDG = Hot-Dip Galvanized
or SS = stainless steel). See page 8-9 for information on corrosion, and visit our website
www.strongtie.com/info for more technical information on this topic.

This catalog reflects changes in the allowable loads and configurations of some Simpson Strong-Tie Company Inc. products. This catalog is effective until December 31, 2010, and
supersedes all information in earlier publications, including catalogs, brochures, fliers, technical bulletins, etc. Use this edition as a current reference. Information on allowable loads and
configurations is updated periodically. After December 31, 2010, contact Simpson Strong-Tie Company Inc. for the most current product information. Allowable loads in this catalog are
for the described specific applications of properly-installed products. Product modifications, improper loading, installation procedures, or deviations from recommended applications will
affect connector allowable load-carrying capacities.

5


High Wind-Resistant Construction

NEW PRODUCTS

DETAL

Truss Anchor

The DETAL high-capacity embedded truss anchor attaches single-ply
roof trusses to concrete and masonry walls. The DETAL20 combines dual
embedded anchors with a structural moisture-barrier plate to protect the
truss and provide increased lateral capacity in addition to exceptional
uplift loads.

FSC

Floor Span Connector

As an alternative to coil strap, the FSC connects the upper floors to
lower floors from the inside of the wall. The convenient obround holes
make installation in narrow wall cavities easy. Installs to studs with
nails and through the floor system with a ³⁄₈" threaded rod, a nut and
a washer (not included).

H2A Hurricane Tie

H10A Hurricane Tie
The new H10A hurricane tie attaches to double top plates and provides
up to 1340 lbs. of uplift capacity when attached to an SP truss. Nearly
as much uplift capacity as the H14, yet lower cost and easier to install.

H10S Hurricane Tie
The H10S provides a high capacity connection from the truss/rafter
to the stud. A flexible nailing pattern allows installation where the stud
is offset from the rafter up to 1". Suitable for wood-to-wood and

wood-to-CMU/concrete applications.

6

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

The new H2A is an improved version of the H2 hurricane tie with up
to 575 lbs. of uplift capacity. Minimal nailing into the top plates eases
installation while contributing to the uplift capacity.


High Wind-Resistant Construction

NEW PRODUCTS

HTT4 & HTT5

Tension Ties

The LTT/MTT/HTT series of tension ties offers tension-resisting solutions
that install with nails. These new additions to the HTT line feature an
optimized nailing pattern which results in better performance with less
deflection. Designed to meet new code standards, the HTT4 and HTT5
offer higher loads than their predecessors the HTT16 and HTT22. For an
added benefit, the HTT5 installs with 6 fewer nails than the HTT22.

LGT3-SDS2.5/LGT4-SDS3

Girder Tiedown

With over 3,200 lbs. of uplift, the LGT3-SDS2.5 and LGT4-SDS3 are high
capacity girder tiedowns for girder trusses with three and four plies, respectively.
These tiedowns do not require attachment to the top of the truss, allowing
installation after the roof is sheathed. They attach to the truss with Simpson
Strong-Tie® Strong-Drive® screws (SDS) for higher load capacity, and a
low-profile connection to the studs ensures easy installation of drywall. The
LGT3-SDS2.5 and LGT4-SDS3 can be installed on the inside or outside of walls
and provide additional bearing enhancement for heavy download applications.

MASA

Mudsill Anchor

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

MAS mudsill anchors have always been a time-saving alternative to
mudsill anchor bolts, and now the new and improved design of the
MASA provides for one-to-one replacement of ¹⁄₂" and ⁵⁄₈" anchor bolts in
2x sill plates. Additional fasteners and the reinforcement of key sections of
the anchor have improved performance so that the load capacity of the
MASA mudsill anchor either meets or exceeds that of other cast-in-place
anchors. Since the MASA can be installed as wide as 6' on center, the
same load capacity can be achieved with fewer mudsill anchors.

TSP

Twist Stud Plate

The TSP offers higher loads in a tie that fastens on the side of the stud
to reduce interference with drywall installation. Suitable for both top-plate

and sill-plate applications.

VGT

Variable Girder Tiedown

The VGT is a higher capacity alternative to the LGT and MGT for girder
trusses. It attaches with Simpson Strong-Tie Strong-Drive screws (SDS)
to the side of the truss and features a predeflected crescent washer that
allows it to accommodate top chord pitches up to 8:12.

7


High Wind-Resistant Construction

GENERAL NOTES
1. Refer to the current Simpson Strong-Tie® Wood Construction Connectors
catalog for connector load values, installation, fastener schedules and
other important information including Terms and Conditions of Sale and
Building Code Evaluation listings.
2. Throughout the catalog there are installation drawings showing the
load transfer from one element in the structure to another. Additional
connections may be required to safely transfer the loads through the
structure. It is the Designer’s responsibility to specify and detail all
necessary connections to ensure that a continuous load path is
provided as required by the building code.
3. Loads are provided for a 160% load duration increase on the calculated
capacity of the nails. No further load duration increase is allowed by
the building code. Load values on every product DO NOT include a

one-third increase on the steel capacity.
4. Unless otherwise noted, the allowable loads published in this catalog
are limited to the lowest of: average recorded test load at ¹⁄₈" deflection,
lowest ultimate recorded test load of 3 tests specimens divided by 3
(or the average of 6 specimens divided by 3), or the calculated value
based on steel, wood bearing, and/or fastener capacity.
5. When multiple connectors are used, they must be installed so fastener
locations do not overlap.
6. Unless otherwise noted, allowable loads are for use with Douglas Fir Larch
or Southern Pine lumber.
7. 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 Plate < 1.0. The three terms in the unity equation
are due to the three possible directions that exist to generate force
on a connector. The number of terms that must be considered for
simultaneous loading is at the sole discretion of the Designer and is
dependent on their method of calculating wind forces and the utilization
of the connector within the structural system.
8. All references to bolts or MBs are for structural quality through bolts equal
to or better than ASTM Standard A307, Grade A. Lag bolts and carriage
bolts are not acceptable. All threaded rod or ATR shall be equal to or better
than ASTM A36, Grade C.
9. Unless otherwise noted, all nails are common nails (refer to page 10).
10. Refer to Simpson Strong-Tie technical bulletin T-ANCHORSPEC for
anchorage to concrete design.
11. Hurricane ties are shown installed on the outside of the wall for clarity.
Installation on the inside of the wall is acceptable. For uplift Continuous

Load Path, connection in the same area (i.e. truss-to-plate connector and
plate-to-stud connector) must be on same side of the wall.
12. When installing hurricane ties on the inside of the wall special
considerations must be taken to prevent condensation on the inside
of the completed structure in cold climates.
13. Loads are in pounds, dimensions are in inches, unless otherwise noted.
14. Truss plates shown are not manufactured by Simpson Strong-Tie.
15. Built-up lumber (multiple members) must be fastened together to act
as one unit to resist the applied load (excluding the connector fasteners).
This must be determined by the Designer/Engineer of Record.
16. When connecting DF/SP members to SPF lumber, use SPF allowable loads.

LIMITED WARRANTY

Simpson Strong-Tie® connectors are designed to enable structures to resist the
movement, stress, and loading that results from events such as earthquakes
and high velocity winds. Simpson Strong-Tie products are designed to the load
capacities and uses listed in this catalog. Properly-installed Simpson Strong-Tie
products will perform in accordance with the specifications set forth in the
applicable Simpson Strong-Tie catalog. Additional performance limitations for
specific products may be listed on the applicable catalog pages.
Due to the particular characteristics of a potential event, the specific design and
location of the structure, the building materials used, the quality of construction,

and the condition of the soils involved, damage may nonetheless result to a
structure and its contents even if the loads resulting from the impact event do
not exceed Simpson Strong-Tie catalog specifications and Simpson Strong-Tie
connectors are properly installed in accordance with applicable building codes.
All warranty obligations of Simpson Strong-Tie Company Inc. shall be limited, at
the discretion of Simpson Strong-Tie Company Inc., to repair or replacement of

the defective part. These remedies shall constitute Simpson Strong-Tie Company
Inc.’s sole obligation and sole remedy of purchaser under this warranty. In no
event will Simpson Strong-Tie Company Inc. be responsible for incidental,
consequential, or special loss or damage, however caused.
This warranty is expressly in lieu of all other warranties, expressed or implied,
including warranties of merchantability or fitness for a particular purpose,
all such other warranties being hereby expressly excluded. This warranty
may change periodically – consult our website www.strongtie.com for
current information.

CORROSION INFORMATION
Understanding the Issues
Metal connectors, anchors, and fasteners will corrode and may lose loadcarrying capacity when installed in corrosive environments or exposed to
corrosive materials. There are many environments and materials which may
cause corrosion including ocean salt air, fire retardants, fumes, fertilizers,
preservative-treated wood, dissimilar metals, and other corrosive elements.
The many variables present in a single building environment make it impossible
to accurately predict if, or when, significant corrosion will begin or reach a
critical level. This relative uncertainty makes it crucial that specifiers and users
be knowledgeable of the potential risks and select a product coating or metal
suitable for the intended use. It is also important that regular maintenance and
periodic inspections are performed, especially for outdoor applications.
It is common to see some corrosion on connectors especially in outdoor
applications. Even stainless steel can corrode. The presence of some corrosion
does not mean that load capacity has necessarily been affected or that a failure
will occur. If significant corrosion is apparent or suspected, then the wood,
fasteners and connectors should be inspected by a professional engineer or
general contractor and may need to be replaced.

8

In the last several years, preservative-treated wood formulations have changed
significantly. Many of the new formulations are more corrosive to steel
connectors and fasteners than the traditionally used formulation of CCA-C.
Simpson Strong-Tie testing has shown that ACQ-C, ACQ-D (Carbonate),
CBA-A and CA-B treated woods are approximately 2 times more corrosive
than CCA-C, while SBX-DOT (Sodium Borate) treated woods were shown
to be less corrosive than CCA-C. Refer to technical bulletin T-PTWOOD for
more information.

Due to the many different preservative formulations, fluctuating retention levels,
moisture content, and because the formulations may vary regionally, or change
without warning, understanding which connectors and fasteners to use with
these materials has become a complex task. We have attempted to provide
basic knowledge on the subject here, but it is important to fully educate
yourself by reviewing our technical bulletins on the topic, and also by viewing
information and literature provided by others. This information pertains to
Simpson Strong-Tie® connectors only. For corrosion information on other
product lines, such as fasteners, see the specific Simpson Strong-Tie product
line catalogs. Additionally, because the issue is evolving, it is important to
get the very latest connector information on the topic by visiting our website
at www.strongtie.com/info.
Stainless steel is always the most effective solution to corrosion risk.
However, it is also more expensive and sometimes more difficult to obtain.
To best serve our customers, Simpson Strong-Tie is evaluating the options
to identify the safest and most cost-effective solutions. Based on our testing
and experience there are some specific applications that are appropriate
for ZMAX/HDG or G90 connectors (see chart on page 9.)
Because increased corrosion from some newer preservative-treated wood is
a new issue with little historical data, we have to base our recommendations

on the testing and experience we have to date. It is possible that as we learn
more, our recommendations may change, but these recommendations are
based on the best information we have at this time.

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

Simpson Strong-Tie Company Inc. warrants catalog products to be free from
defects in material or manufacturing. Simpson Strong-Tie Company Inc. products
are further warranted for adequacy of design when used in accordance with
design limits in this catalog, and properly specified and installed. This warranty
does not apply to uses not in compliance with specific applications and installation procedures set forth in this catalog, or to non-catalog or modified products,
or to deterioration due to environmental conditions.


High Wind-Resistant Construction

CORROSION INFORMATION
General Simpson Strong-Tie Recommendations
• Outdoor environments are generally more corrosive to steel. If you choose
to use ZMAX® or HDG finish on an outdoor project (i.e. deck, patio cover),
you should periodically inspect your connectors and fasteners or have a
professional inspection performed. Regular maintenance including waterproofing of the wood used in your outdoor project is also a good practice.
• For wood with actual retention levels greater than 0.40 pcf for ACQ and MCQ, 0.41
pcf for CBA-A, or 0.21 pcf for CA-B (Ground Contact), stainless-steel connectors
and fasteners are recommended. Verify actual retention level with the wood treater.
• When using stainless-steel connectors, use stainless-steel fasteners.
When using ZMAX/HDG galvanized connectors, use fasteners that meet
the specifications of ASTM A153.

• Testing indicates wood installed dry reduces potential corrosion. If dry

wood is used, see our website for additional information.
• Using a barrier membrane can provide additional corrosion protection,
see technical bulletin T-PTBARRIER.
Due to the many variables involved, Simpson Strong-Tie cannot provide
estimates on service life of connectors, anchors or fasteners. We suggest
that all users and Designers also obtain recommendations for HDG, ZMAX
(G185), mechanically galvanized, or other coatings from the treated wood
supplier for the type of wood used. However, as long as Simpson Strong-Tie
recommendations are followed, we stand behind product performance and
our standard warranty applies.

Guidelines for Selecting the Proper Connector
Compare the treated-wood supplier’s recommendation

1 Evaluate the Application.

5 with the Simpson Strong-Tie recommendation.

Consider the type of structure and how it will be used. These recommendations
may not apply to non-structural applications such as fences.

If these recommendations are different, Simpson Strong-Tie recommends
that the most conservative recommendation be followed.

2 Evaluate the Environment.

Simpson Strong-Tie recommendations are as follows:

Testing and experience indicate that indoor dry environments are less corrosive
than outdoor environments. Determining the type of environment where a

connector or fastener will be used is an important factor in selecting the most
appropriate material and finish for use on the connectors and fasteners. To help
in your decision making, consider the following general exposure information:
Interior Dry Use: Includes wall and ceiling cavities, and raised floor applications
of enclosed buildings that have been designed to ensure that condensation and
other sources of moisture do not develop.
Exterior – Dry: Includes outdoor installations in low rainfall environments
and no regular exposure to moisture.
Exterior – Wet: Includes outdoor installations in higher moisture and
rainfall environments.
Higher Exposure Use: Includes exposure to ocean-salt air, fire retardants,
large bodies of water, fumes, fertilizers, soil, some preservative-treated woods,
industrial zones, acid rain, and other corrosive elements. Type 316 stainless
steel contains slightly more nickel than other grades, plus molybdenum,
giving it better corrosion resistance in high-chloride environments.

Low = Use standard painted and G90 galvanized connectors, or Simpson Strong-Tie®
Strong-Drive® screws (SDS) with the double-barrier coating, as a minimum.
Med = Use ZMAX/HDG galvanized connectors as a minimum. Use HDG fasteners which
meet the specifications of ASTM A153 or Simpson Strong-Tie® Strong-Drive®
screws (SDS) with double-barrier coating.
High6 = Use Type 303, 304, 305 or 316 stainless-steel connectors and fasteners.
CONNECTOR COATING RECOMMENDATION – STRUCTURAL APPLICATIONS

Environment

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

The treated wood supplier should provide all the information needed regarding the
wood being used. This information should include: the specific type of wood treatment used, if ammonia was used in the treatment, and the chemical retention level.

If the needed information is not provided then Simpson Strong-Tie would recommend the use of stainless-steel connectors and fasteners. You should also ask
the treated-wood supplier for a connector coating or material recommendation.

the chart on the right, which was created based on
4 Use
Simpson Strong-Tie testing and experience to select the
connector finish or material.
If a preservative-treated wood product is not identified on the chart, Simpson Strong-Tie
has not evaluated test results regarding such product and therefore cannot make
any recommendation other than the use of stainless steel with that product.
Manufacturers may independently provide test results or other product use information; Simpson Strong-Tie expresses no opinion regarding any such information.

COATINGS AVAILABLE
Finish/Material
Gray Paint
Powder Coating
Standard G90 Zinc Coating

Double-Barrier Coating
(SDS Screws)

Low

Low

Low5

Med5

Med

High

High

High

Exterior – Dry

Low

N/A

2

Med

Med

High

High

High

High

Exterior – Wet

Med

N/A2

Med3,4

Med3,4

High

High

High

High

Higher Exposure

High

N/A 2

High

High

High

High

High

High

Uncertain

High

N/A2

High

High

High

High

High

High

Interior – Dry

Evaluate and select a suitable preservative-treated wood for
3 the intended application and environment.

ACQ-C, ACQ-D (Carbonate),
SBX/
CA-B & CBA-A
Other

DOT
Untreated
or
MCQ
&
Higher ACZA
Wood
No
With
Uncertain
Zinc
Chemical
Ammonia Ammonia
Borate
1
Content

1. Woods with actual retention levels greater than 0.40 pcf for ACQ and MCQ,
0.41 pcf for CBA-A, or 0.21 pcf for CA-B (Ground Contact level).
2. Borate treated woods are not appropriate for outdoor use.
3. Test results indicate that ZMAX/HDG and the SDS double-barrier coating will
perform adequately, subject to regular maintenance and periodic inspection.
However, the nationally-approved test method used, AWPA E12-94, is an
accelerated test, so data over an extended period of time is not available.
If uncertain, use stainless steel.
4. Some treated wood may have excess surface chemicals making it potentially
more corrosive. If you suspect this or are uncertain, use stainless steel.
5. Where noted in the table, applications where the wood is dry (moisture
content less than 19%) when installed and will remain dry in-service may
use a minimum coating recommendation of “Low”.

6. Type 316 stainless-steel connectors and fasteners are the minimum
recommendation for ocean-salt air and other chloride environments.

Not all products are available in all finishes.
Contact Simpson Strong-Tie for product availability, ordering information and lead times.
Description

Level of Corrosion
Resistance

Water-based paint intended to protect the product while it is warehoused and in transit to the jobsite.

Low

Baked on paint finish that is more durable than our standard paint and produces a better looking finished product.

Low

Zinc galvanized coating containing 0.90 oz. of zinc per square foot of surface area (total both sides).

Low

Galvanized (G185) 1.85 oz. of zinc per square foot of surface area (hot-dip galvanized per ASTM A653 total both sides).
These products require hot-dip galvanized fasteners (fasteners which meet the specifications of ASTM A153).

Medium

Products are hot-dip galvanized after fabrication (14 ga. and thicker). The coating weight increases with material
thickness. The minimum specified coating weight is 2.0 oz./ft2 (per ASTM A123 total both sides). These products
require hot-dip galvanized fasteners (fasteners which meet the specifications of ASTM A153).

Medium

Simpson Strong-Tie ® Strong-Drive ® screws (SDS) that are manufactured with two different finishes that provide
a level of corrosion protection that exceeds that provided by the previous HDG coating.

Medium

Connectors are manufactured from Type 316L stainless steel, and provide greater durability against corrosion.
Stainless-steel nails are required with stainless-steel products, and are available from Simpson Strong-Tie.
See Corrosion Information for more specific performance and application information on these finishes.

High

9


High Wind-Resistant Construction

NAIL TYPES
Nail Types and Sizes Specified for
Simpson Strong-Tie® Connectors

8d
10dx1¹⁄₂" Common

8dx1¹⁄₂"

10d
16dx2¹⁄₂" Common

16d
Sinker

16d
Common

0

Many Simpson Strong-Tie® connectors have been designed
and tested for use with specific types and sizes of nails.
The specified quantity, type and size of nail must be
installed in the correct holes on the connector to achieve
published loads. Other factors such as nail material and
coating are also important. Incorrect fastener selection or
installation can compromise connector performance and
could lead to failure.

In some cases it is desirable to install Simpson Strong-Tie®
straight straps with nails that are a different type or size
than what is called out in the load table. In these cases
these reduction factors must be applied to the allowable
loads listed for the connector.

1¹⁄₂
0.131"

0.148"

Load Adjustment Factors for

Optional Nails Used with Straight Straps
Catalog Nail

Replacement

Adjustment Factor

16d common (0.162"x3¹⁄₂")

10dx1¹⁄₂ (0.148"x1¹⁄₂")
10d common (0.148"x3")
16d sinker (0.148"x3¹⁄₄")

0.842

16d common (0.162"x3¹⁄₂")

16dx2¹⁄₂ (N16) (0.162"x2¹⁄₂")

1.00

10d common (0.148"x3")
16d sinker (0.148"x3¹⁄₄")

2¹⁄₂
0.131"

10dx1¹⁄₂ (0.148"x1¹⁄₂")

1.00

10d common (0.148"x3")

16d sinker (0.148"x3¹⁄₄")

1.00

8dx1¹⁄₂ (0.131"x1¹⁄₂")

1.00

10d common (0.148"x3")

8d common (0.131"x2¹⁄₂")
8dx1¹⁄₂ (0.131"x1¹⁄₂")

0.83

3

1. For straps installed over
sheathing use a 2¹⁄₂" long
nail minimum.
0.148"
2. Where noted, use 0.80 for 10 ga,
11 ga, and 12 ga products when
using SPF lumber.
3. Where noted, use 0.92 for 10 ga, 11 ga,
and 12 ga products when using SPF lumber.
4. For applications involving pneumatic nails, refer to

specific tool manufacturer tech bulletins.

3

8d common (0.131"x2¹⁄₂")

0.162"
3¹⁄₄
3¹⁄₂

0.148"
0.162"

Round Holes

Hexagonal Holes

Triangular Holes

Purpose: to fasten a connector
to wood.
Fill Requirements: always fill,
unless noted otherwise.

Purpose: to fasten a connector to concrete
or masonry.
Fill Requirements: always fill when fastening
a connector to concrete or masonry.

Purpose: to increase a connector’s

strength or to achieve MAX strength.
Fill Requirements: when the Designer
specifies max nailing.

The Simpson Strong-Tie ® Strong-Drive ® screw (SDS) is a ¹⁄₄" diameter
structural wood screw ideal for various connector installations as well as
wood-to-wood applications. It installs with no predrilling and has been
extensively tested in various applications. The new SDS is improved with
a patented new easy driving 4CUT ™ tip and a corrosion resistant doublebarrier coating.

SDS ¹⁄₄"x3"

Identification
on all SDS
screw heads

U.S. Patent 6,109,850 - 5,897,280 - 5,044,853

SDS Screws

These products are available with additional corrosion protection.

DF/SP Allowable Loads

4

SPF Allowable Loads4

1

10

Size
(in)

Model
No.

¹⁄₄ x 1¹⁄₂
¹⁄₄ x 1³⁄₄
¹⁄₄ x 2
¹⁄₄ x 2¹⁄₂
¹⁄₄ x 3
¹⁄₄ x 3¹⁄₂
¹⁄₄ x 4¹⁄₂
¹⁄₄ x 6

SDS25112
SDS25134
SDS25200
SDS25212
SDS25300
SDS25312
SDS25412
SDS25600

Shear (100)
Shear (100)
Withdrawal 5
Withdrawal

Thread Fasteners
3
3
(100)
(100)
Length
per
Wood Side Plate
Steel Side Plate
Wood Side Plate
Steel Side Plate
Carton
(in)
14 ga & 10 ga or Wood or Steel
1³⁄₄"
14 ga & 10 ga or Wood or Steel
1³⁄₄"
16 ga
1¹⁄₂"
16 ga
1¹⁄₂"
12 ga Greater
Side Plate
SPF LVL
12 ga Greater Side Plate
SCL
1
1¹⁄₄
1¹⁄₄
1¹⁄₂

2
2¹⁄₄
2³⁄₄
3¹⁄₄

1500
1400
1300
1100
950
900
800
600

—
—
—
190
280
340
350
350

—
—
—
—
—
340
340

340

250
250
—
—
—
—
—
—

5

250
250
290
390
420
420
420
420

1. Allowable loads for SDS screws are based on ICC-ES Code Report ESR-2236.
Screws may be provided with the 4CUT or Type 17 tip.
2. SDS screws install best with a low speed ¹⁄₂" drill with a ³⁄₈" hex head driver.
3. All applications are based on full penetration into the main member. Contact
Simpson Strong-Tie for allowable loads for other side or main member thicknesses.
4. Allowable loads are shown at the wood load duration factor of CD =1.00.
Loads may be increased for load duration by the Designer up to a CD =1.60.
5. Withdrawal loads shown are in pounds (lbs.) and are based on the entire threaded

section installed into the main member. If thread penetration into the main member

250
250
290
420
420
420
420
420

170
215
215
255
345
385
475
560

—
—
—
135
200
245
250
250

—

—
—
—
—
245
245
245

180
180
—
—
—
—
—
—

180
180
210
280
300
300
300
300

180
180
210
300

300
300
300
300

120
150
150
180
240
270
330
395

is less than the Thread Length as shown in the table, reduce allowable load by
172 lbs. x inches of thread not in main member for DF/SP lumber. Reduce by
121 lbs./in. x inches of thread for SPF.
6. For more information, refer to technical bulletin T-SDSSCREWAPPS.
7. Fasteners per Carton represent the quantity of screws which are available in bulk
packaging. Screws are also available in mini bulk and retail packs. Refer to Simpson
Strong-Tie List Price book. Contact Simpson Strong-Tie for more information.
8. LSL wood-to-wood applications that require 4¹⁄₂" and 6" SDS screws are limited to
interior-dry use only.

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

SDS Screws


High Wind-Resistant Construction

®

QUIK DRIVE FASTENERS
WSNTL COLLATED SCREW SYSTEM

2" (WSNTL2LS)
2¹⁄₂" (WSNTL212S)

Simpson Strong-Tie® Quik Drive® auto-feed screw driving systems offer superior performance and reduced
installation time in floor and roof applications. The holding power of screws increases withdrawal resistance
and reduces the gaps that cause floor squeaks. The 20" tool extension enables stand-up-and-drive installation.

1¹⁄₂" (WSNTL2LS)
2" (WSNTL212S)

Allowable Shear in Pounds per Foot for Horizontal Diaphragms with
WSNTL2LS or WSNTL212S Screws and Douglas Fir-Larch or Southern Pine1,5 Framing

Panel
Thickness

Panel Grade

Minimum
Nominal
Width of
Framing
Member

6

6
290
325
320
360
320
360

2
3
2
3
2
3

¹⁵⁄₃₂

Sheathing,
single floor and
other grades
covered in
DOC PS1 and PS2

BLOCKED DIAPHRAGMS
Screw spacing at diaphragm boundaries (all cases), at
continuous panel edges parallel to load (Cases 3 and 4),
andat all panel edges (Cases 5 and 6)

¹⁹⁄₃₂
1¹⁄₈4,5

4

Screw Spacing at Other Panel Edges
6
4
385
575
430
650
425
640
480
720
425
640
480
720

®

Screws

®

/ TITEN HD

3
655
735

730
820
730
820

Case 1
(No unblocked edges
or continuous joints
parallel to load)

All other
configurations
(Cases 2, 3,
4, 5 and 6)

255
290
285
320
285
320

190
215
215
240
215
240

must be staggered where screws are spaced 2" or 2¹⁄₂" on center.

5. When noted in the table, WSNTL212S screws required.
6. The values for this application are not included in the Code Report.
7. See 2003 IBC chapter 23 for additional requirements and information.
8. Allowable withdrawal loads, based on thread penetration into the main member,
are 151 lb/in for SP, 125 lb/in for DF, and 88 lb/in for SPF. Values may be increased
as permitted by the applicable building code.

1. Minimum fastener penetration of 1¹⁄₄" into the framing member is required.
2. For IBC wind design, shear capacities may be increased 40% per IBC 2306.3.1.
For normal loading, shear capacities shall be reduced 25%. These two adjustments
are not included in the Code Report.
3. Space screws at 12" on center along intermediate framing members or as required
by design to resist wind suction forces on roofs where applicable.
4. Framing at adjoining panel edges must be 3 inches nominal or wider, and screws

TITEN

24

2¹⁄₂ 4

UNBLOCKED DIAPHRAGMS2
Screws spaced 6 inches, maximum,
at supported edges

Heavy Duty Screw Anchors

Titen® screws are ³⁄₁₆" and ¹⁄₄" diameter masonry screws for attaching various
components to concrete and masonry. Available in hex and phillips head designs in
three colors (blue, silver and white). Use with appropriately sized Titen drill bits

included with each box.

WARNING: Industry studies show that hardened fasteners
can experience performance problems in wet or corrosive
environments. Accordingly, use this product in dry and
noncorrosive environments only, or provide moisture barrier.

Titen® Screw Anchors for Concrete or Masonry
Allowable Loads

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

Titen
Dia.
(in)
³⁄₁₆
³⁄₁₆
¹⁄₄
¹⁄₄

Drill Bit
Dia.
(in)
⁵⁄₃₂
⁵⁄₃₂
³⁄₁₆
³⁄₁₆

Embed.
Depth

(in)
1
1¹⁄₂
1
1¹⁄₂

Critical
Spacing
(in)
2¹⁄₄
2¹⁄₄
3
3

Critical
Edge
Dist.
(in)

Tension

Shear

Tension

Shear

1¹⁄₈
1¹⁄₈
1¹⁄₂

1¹⁄₂

125
305
145
365

255
415
225
400

110
—
150
—

205
—
250
—

Concrete

CMU

Titen® Hex Head screw
1. Allowable loads may not be increased for short term loading due to wind forces.
2. Concrete shall have a minimum f'c = 2000 psi.
CMU is based on installation into face shell of hollow or grout-filled CMU.

3. The attached member or element may govern the allowable load.
The Designer shall verify allowable load.
4. Refer to the Simpson Strong-Tie® Anchoring and Fastening Systems for Concrete
and Masonry catalog (C-SAS) for complete information on the Titen® screws.

Titen HD® Tension and Shear Loads in Face Shell of 8-inch
Lightweight, Medium-Weight and Normal-Weight Grout Filled CMU
Size
(in)
³⁄₈
¹⁄₂
⁵⁄₈
³⁄₄

Min. Critical Critical Values for 8-inch Lightweight, Medium-Weight
Drill
or Normal-Weight Grout Filled CMU
Bit Embed. Edge Spacing
Dist.
Dia. Depth Dist.
Allowable
Allowable
(in)
(in)
(in)
(in)
Tension Load (100)
Shear Load (100)
12
6

480
870
³⁄₈
2³⁄₄
12
8
690
1385
¹⁄₂
3¹⁄₂
12
10
1060
2085
⁵⁄₈
4¹⁄₂
12
12
1600
3000
³⁄₄
5¹⁄₂

1. The tabulated allowable loads are based on a safety factor of 5.0 for installations
under the IBC.
2. Values for 8-inch wide CMU Grade N, Type II, lightweight, medium-weight and normal-weight
concrete masonry units conforming to ASTM C90.
3.The masonry units must be fully grouted with grout complying with IBC Section 2103.12.
4. Mortar is prepared in accordance with IBC Section 2103.8.
5. The minimum specified compressive strength of masonry, f'm, at 28 days is 1,500 psi.

6. Embedment depth is measured from the outside face of the concrete masonry unit.
7. Allowable loads may be increased 33¹⁄₃% for short-term loading due to wind forces
where permitted by code.
8. Grout filled CMU wall design must satisfy applicable design standards and be capable of
withstanding applied loads.
9. Refer to the Simpson Strong-Tie® Anchoring and Fastening Systems for Concrete and Masonry
catalog (C-SAS) for load adjustment factors for spacing and edge distance less than critical.
10. Recommended for permanent dry, interior non-corrosive environments or temporary
outdoor applications, or provide moisture barrier.

Titen HD® anchor
U.S. Patent 5,674,035 & 6,623,228

4" MINIMUM
EDGE DISTANCE

CRITICAL EDGE DISTANCE
(SEE LOAD TABLE)

INSTALLATION
IN THIS AREA
FOR REDUCED
ALLOWABLE
LOAD CAPACITY

4" MINIMUM
EDGE DISTANCE

Shaded Area =
Placement

for Full and
Reduced
Allowable Load
Capacity in
Grout-Filled CMU

CRITICAL EDGE
DISTANCE
(SEE LOAD TABLE)
NO INSTALLATION
WITHIN 1¹⁄₄" OF
HEAD JOINT

INSTALLATIONS IN THIS AREA FOR
FULL ALLOWABLE LOAD CAPACITY

11


High Wind-Resistant Construction

TRUSS/RAFTER TO WOOD DOUBLE TOP PLATES
These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details.
These products are also available in stainless steel for premium corrosion resistance.

Fasteners
Model
No.

Qty.

Required

H2.5T
H5
H5
H2.5A
H2.5T
H1
H2.5A
HGA10KT
LTS12
H8
H10-2
H2.5T
H5
H5
H2.5A
H10
MTS12
H2.5T
H1
H2.5A
H10A
LTS12
HTS20
H14
H16S
H16

1

1
1
1
1
1
1
1
1
1
1
2
2
2
2
1
1
2
2
2
1
2
1
1
1
1

DF/SP Allowable Loads

To
Truss/Rafters

To
Plates

Uplift

5-8dx1¹⁄₂
4-8dx1¹⁄₂
4-8d
5-8dx1¹⁄₂
5-8d
6-8dx1¹⁄₂
5-8d
4-SDS ¹⁄₄"x1¹⁄₂"
6-10dx1¹⁄₂
5-10dx1¹⁄₂
6-10d
10-8dx1¹⁄₂
8-8dx1¹⁄₂
8-8d
10-8dx1¹⁄₂
8-8dx1¹⁄₂
7-10dx1¹⁄₂
10-8d
12-8dx1¹⁄₂
10-8d
9-10dx1¹⁄₂
12-10dx1¹⁄₂
12-10dx1¹⁄₂
12-8dx1¹⁄₂

2-10dx1¹⁄₂
2-10dx1¹⁄₂

5-8dx1¹⁄₂
4-8dx1¹⁄₂
4-8d
5-8dx1¹⁄₂
5-8d
4-8d
5-8d
4-SDS ¹⁄₄"x3"
6-10dx1¹⁄₂
5-10dx1¹⁄₂
6-10d
10-8dx1¹⁄₂
8-8dx1¹⁄₂
8-8d
10-8dx1¹⁄₂
8-8dx1¹⁄₂
7-10dx1¹⁄₂
10-8d
8-8d
10-8d
9-10dx1¹⁄₂
12-10dx1¹⁄₂
12-10dx1¹⁄₂
13-8d
10-10dx1¹⁄₂
10-10dx1¹⁄₂

425
455
465
480
545
585
600
695
720
745
760
850
910
930
960
990
1000
1090
1170
1200
13402
1440
1450
14652
1470
1470

(160)

Parallel to Perp. to

Plate (F1) Plate (F2)
(160)
(160)
135
115
115
110
135
485
110
1165
75
75
455
270
230
230
220
585
755
270
970
220
590
150
755
515
—
—

145
200
200
110
145
165
110
940
125
—
395
290
400
400
220
525
1255
290
330
220
285
250
1255
265
—
—

SPF Allowable Loads
Uplift
(160)

425
265
265
480
545
400
535
500
620
565
655
850
530
530
960
850
860
1090
800
1070
1015
1240
1245
1050
1265
1265

Parallel to Perp. to
Plate (F1) Plate (F2)
(160)

(160)
135
100
100
110
135
415
110
840
75
75
390
270
200
200
220
505
755
270
830
220
505
150
755
480
—
—

145
170

170
110
145
140
110
675
125
—
340
290
340
340
220
450
1255
290
280
220
285
250
1255
245
—
—

1. For connections to single top
plates, see page 19 .
2. Douglas Fir allowable uplift loads
for H14 = 1350 lbs. (160) and
H10A = 1140 lbs. (160).

3. H16/H16-2 factory sloped to
5:12, but 3:12 - 7:12 roof slope
is acceptable.
4. Hurricane ties are shown installed
on the outside of the wall for clarity
and assume a minimum overhang
of 3¹⁄₂" installation on the inside of
the wall is acceptable (see General
Instructions for the Installer notes
on page 16). For uplift Continuous
Load Path, connections in the same
area (i.e. truss to plate connector
and plate to stud connector) must
be on same side of the wall.
5. When installing MTS and HTS
connectors, the following installation
instructions are required for the
lateral loads to apply. The first 7
nail holes after the bend area must
be filled with 10dx1¹⁄₂ nails. This
applies to straps on either side of
bend area. All additional fasteners
may be installed in any remaining
strap holes.
6. Refer to page 38 for installation
details of two connectors on a
single truss.
7. Allowable loads in the F1 direction
are not intended to replace
diaphragm boundary members

or prevent cross grain bending
of the truss or rafter members.
8. For simultaneous loads in more
than one direction, the connector
must be evaluated as described in
Note 7, page 8 under General Notes.

H8
(H2.5A,
H2.5T,
H5
similar)

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

Blocking and stud to
plate connector not
shown for clarity

Two
H2.5A
MTS12
(LTS, HTS
similar)

H10
(H1, H10A,
H14 similar)

D1

LBP

D2

H2.5T

Refer to pages
8-9 for important
considerations
regarding coatings
on connectors
attached to
preservative-treated
wood

H1

D3
12

Titen HD
w/ BP

H10

#5 Rebar
(min.)


High Wind-Resistant Construction

GIRDER/TRUSS TO WALL FRAMING

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

These products are available with additional corrosion protection. Additional products on
this page may also be available with this option, check with Simpson Strong-Tie for details.

Model
No.

Total No. of
Connectors
Attached
to Girder

No.
of
Plies
Min.

HTS205
H166
H16S6
H16-26
H16-2S6
H2.5A
LTT20B2,3
FSC
LGT2

THA222-21
HDU2-SDS2.52,3
FSC
LGT3-SDS2.5
HTT162,3
MGT2,3
LGT4-SDS3
HTT222,3
HDU4-SDS2.52,3
THA222-21
VGT2,3
CS16
HDU5-SDS2.52,3
HDU2-SDS2.52,3
VGT2,3
HTT222,3
VGT2,3
HGT-42,3
HGT-32,3
HGT-22,3

1
1
1
1
1
4
1
1
1

1
1
2
1
1
1
1
1
1
2
1
3
1
2
2
2
2
1
1
1

1
1
1
2
2
2
2
1
2

2
2
1
3
2
2
4
2
2
2
2
3
2
2
2
2
3
4
3
2

Fasteners

DF/SP Uplift

SPF Uplift

Girder/Truss

Wall Framing

(160)

(160)

10-10d
2-10dx1¹⁄₂
2-10dx1¹⁄₂
2-10dx1¹⁄₂
2-10dx1¹⁄₂
20-8dx1¹⁄₂
10-16d
15-10dx1¹⁄₂
16-16d Sinkers
6-16dx2¹⁄₂
6-SDS ¹⁄₄"x2¹⁄₂"
30-10dx1¹⁄₂
12-SDS ¹⁄₄"x3"
18-16dx2¹⁄₂
22-10d
16-SDS ¹⁄₄"x3"
32-10d
10-SDS ¹⁄₄"x2¹⁄₂"
12-16dx2¹⁄₂
16-SDS ¹⁄₄"x3"
33-10d
14-SDS ¹⁄₄"x2¹⁄₂"
12-SDS ¹⁄₄"x2¹⁄₂"
32-SDS ¹⁄₄"x3"
64-10d

32-SDS ¹⁄₄"x3"
16-10d
16-10d
16-10d

10-10d
10-10dx1¹⁄₂
10-10dx1¹⁄₂
10-10dx1¹⁄₂
10-10dx1¹⁄₂
20-8dx1¹⁄₂
1-⁵⁄₈" or ³⁄₄" ATR
1-³⁄₈" ATR
14-16d Sinkers
14-16d
1-⁵⁄₈" ATR
2-³⁄₈" ATR
26-16d Sinkers
1-⁵⁄₈" ATR
1-⁵⁄₈" ATR
30-16d Sinkers
1-⁵⁄₈" ATR
1-⁵⁄₈" ATR
28-16d
1-⁵⁄₈" ATR
33-10d
1-⁵⁄₈" ATR
1-⁵⁄₈" ATR
2-⁵⁄₈" ATR
2-⁵⁄₈" ATR

2-⁵⁄₈" ATR
2-⁵⁄₈" ATR
2-⁵⁄₈" ATR
2-⁵⁄₈" ATR

1450
1470
1470
1470
1470
1705
1750
1830
2050
2300
3075
3660
3685
3955
3965
4060
4165
4565
4600
4940
5115
5645
6150
7185
8330

8890
9250
10530
10980

1245
1265
1265
1265
1265
1465
1750
1570
1785
2300
2215
3140
2655
3400
3330
2925
3580
3285
4600
3555
5115
4065
4430
5175
7160

6400
9250
9035
6485

D4

THA222-2

D5

Install minimum
6-10d nails into face

D7

Provide
min. 1⁵⁄₈"
end distance
(typ.)

Note:
Beam by
Designer

H16

1. Parallel to Plate—THA222-2 is 350 lbs, Perpendicular to Plate—THA222-2 is 280 lbs.
2. Rod must connect directly to foundation or to adequately sized connectors to framing below as determined by the Designer.
3. ATR—All-Thread Rod.

4. For multiple holdowns, verify the allowable tension capacity of the wood member.
5. Where noted, 10dx1¹⁄₂ nails may be substituted for same load.
6. H16/H16-2 factory sloped to 5:12, but 3:12 - 7:12 roof slope is acceptable.
7. LGT4—Uplift for DF/SP girder and SPF studs is 3860 lbs.

D6

HTT22
(HTT16
similar)

VGT
with BP⁵⁄₈-3

Minimum 4-ply
truss for quantity
of 2 applications

Minimum 2-ply
truss for quantity
of 2 applications

Nails not
required in
this section

Threaded
rod to the
foundation

CS16
MGT/HDU4 2,3

Note: Two
products are
required for
this application
to achieve
table load

HDU2

HGT-3 2,3

HTT22

LTT20B 2,3

HGT Installed on Wood
Use ⁵⁄₈" all thread rod, and two Simpson Strong-Tie® LBP ⁵⁄₈"
washers (not included) on top of each crescent washer
(total of four LBP ⁵⁄₈" washers)

FSC

Holdown
offset to prevent
SDS screw
interference

13


High Wind-Resistant Construction

I-JOISTS TO WALL FRAMING

D8

NOTE:
Web stiffeners
required on
both sides of
I-joist

D9

D10
MTS Installation
as an I-joist to Top Plate Tie

D11

MTS30 to Studwall
Installation

Typical H8 Installation
(I-joist to Top Plate)

MTS30 to Studwall

Installation

These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details.
These products are also available in stainless steel for premium corrosion resistance.

Fasteners
Model
No.

DF/SP Allowable Loads

To
Rafters

To
Plates

H8

5-10dx1¹⁄₂

MTS201

7-10dx1¹⁄₂

Uplift

SPF Allowable Loads

Lateral

Uplift

Lateral

(160)

Parallel
to Plate (F1)

5-10dx1¹⁄₂

745

75

—

565

75

—

7-10dx1¹⁄₂

1000

75

125

860

75

125
125

Perpendicular
to Plate (F2)

(160)

Parallel
to Plate (F1)

Perpendicular
to Plate (F2)

MTS301

7-10dx1¹⁄₂

7-10dx1¹⁄₂

1000

75

125

860

75

HTS20

12-10dx1¹⁄₂

12-10dx1¹⁄₂

1450

75

125

1245

75

125

HTS301

12-10dx1¹⁄₂

12-10dx1¹⁄₂

1450

75

125

1245

75

125

1. Additional fastener holes are provided on these products.
Not all holes are required to be filled to achieve listed loads.
2. Consult I-joist manufacturer for blocking details and uplift limits
on joist end application.
3. Connectors may be reversed as long as the required fasteners are
installed on either side of the connection.
4. Web stiffener required on both sides to achieve published uplift loads.

5. When installing MTS and HTS connectors, the following installation instructions are required for the
lateral loads to apply. The first 7 nail holes after the bend area must be filled with 10dx1¹⁄₂ nails.
This applies to straps on either side of bend area. All additional fasteners may be installed in any
remaining strap holes.
6. Allowable loads in the F1 direction are not intended to replace diaphragm boundary members or
prevent cross grain bending of the truss or rafter members.
7. For simultaneous loads in more than one direction, the connector must be evaluated as described
in Note 7, page 8 under General Notes.

I-JOISTS TO MASONRY/CONCRETE

Model
No.

To
I-Joist

To Grouted
CMU or
Bond Beam

DF/SP Allowable Loads
Uplift
(160)

Perpendicular
to Plate
(F2)

MTSM16

7-10dx1¹⁄₂

4-¹⁄₄"x2¹⁄₄" Titen5

1000

2354

904

MTSM20

7-10dx1¹⁄₂

4-¹⁄₄"x2¹⁄₄" Titen5

1000

2354

904

HTSM16

8-10dx1¹⁄₂

4-¹⁄₄"x2¹⁄₄" Titen5

1150

2354

904

HTSM20

10-10dx1¹⁄₂

4-¹⁄₄"x2¹⁄₄" Titen5

1150

2354

904

META20

7-10dx1¹⁄₂

Embedded

1450

340

725

HETA20

9-10dx1¹⁄₂

Embedded

1810

340

725

HETA40

8-10dx1¹⁄₂

Embed 4"

1810

340

725

1. Additional fastener holes are provided on these products.
Not all holes are required to be filled to achieve listed loads.
2. Consult I-joist manufacturer for blocking details and uplift
limits on joist end application.
3. Web stiffener required on both side to achieve published
uplift loads.
4. When installing MTSM and HTSM connectors, the following
installation instructions are required for lateral loads to apply:
a) The first four holes for Titen ® screws after the bend area must
be filled on the concrete/masonry end of the connection.
b) The first seven nail holes after the bend area must be filled
with 10dx1¹⁄₂ nails on the wood end of the connection. Any
additional required nails may be placed in any open hole
on the wood end of the strap.
5. Use ¹⁄₄" x 1³⁄₄" Titen ® screws for concrete application.
6. Allowable loads in the F1 direction are not intended to replace
diaphragm boundary members or prevent cross grain bending
of the truss or rafter members.

7. For simultaneous loads in more than one direction, the
connector must be evaluated as described in Note 7, page 8
under General Notes.

14

Lateral
Parallel
to Plate
(F1)

D12

Min.
1¹⁄₂"

Moisture
barrier
not shown

#5 Rebar
(min.)

D13
Moisture
barrier
not shown

MTSM20
Fastened Directly to

CMU, Bond Beam or
Concrete Tie Beam

#5 Rebar
(min.)

META/HETA
Installation into
CMU, Bond Beam or
Concrete Tie Beam

NOTE:
Web stiffeners
required on both
sides of I-joist

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

Fasteners


High Wind-Resistant Construction

EMBEDDED TRUSS/RAFTER TO MASONRY/CONCRETE
These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details.

SP Uplift One-Ply Truss
Qty.
Req’d

HETAL123
META12, META14
META16, META18,
META20, META22,
META24, META40

Model
No.

(160)

10-10dx1¹⁄₂

1085

Block/Concrete

7-10dx1¹⁄₂

1

Block/Concrete

1

Block/Concrete

(HETA20
Only)

HETA16, HETA18,
HETA20, HETA22,
HETA24, HETA40

1

(HETAL20
Only)

HETAL163
HETAL203

(META20
Only)

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

(HETA20
Only)

1

Block/Concrete

1

HETA12
HHETA12

SP Uplift Two- or Three-Ply Truss

Fasteners to
Truss/Rafter
(Total)

(META20
Only)

Application

Fasteners to
Truss/Rafter
(Total)

SP Lateral Load

(160)

Parallel
to Plate
(F1)

Perpendicular
to Plate
(F2)

10-16d

1270

415

1100

1450

6-16d

1450

340

725

7-10dx1¹⁄₂

1520

7-16d

1780

340

725

7-10dx1¹⁄₂

1565

7-16d

1820

340

725

Block/Concrete

9-10dx1¹⁄₂

1810

8-16d

1810

340

725

1

Block/Concrete

14-10dx1¹⁄₂

1810

13-16d

1810

415

1100

HHETA16, HHETA18,
HHETA20, HHETA22,
HHETA24, HHETA40

1

Block/Concrete

10-10dx1¹⁄₂

2235

9-16d

2235

3406

725

META12, META14,
META16, META18,
META20, META22,

META24, META40

Block

10-10dx1¹⁄₂9

1985

14-16d9

1900

28
Concrete

10-10dx1¹⁄₂9

1985

14-16d9

2565

HETA12, HETA14,
HETA16, HETA18,
HETA20, HETA22,
HETA24, HETA40

Block

10-10dx1¹⁄₂9

2035

12-16d9

2500

28
2035

9

10-10dx1¹⁄₂

9

Block

10-10dx1¹⁄₂

9

Concrete

10-10dx1¹⁄₂9

Block
Concrete

Concrete

HHETA12, HHETA14
HHETA16, HHETA18,
HHETA20, HHETA22

28

DETAL2016

1

12-16d

121010,11

116010

122510,11

152010

122510,11

152010

2700

2035

9

12-16d

2500

2035

14-16d9

3350

18-10dx1¹⁄₂

2480

—

—

200017

1370

18-10dx1¹⁄₂

2480

—

—

2000

1505

1. For SPF trusses multiply table loads by 0.86 for uplift and F 2 directions (use F1 values as shown).
2. Unless noted otherwise, embedment is into either grout filled block (f'm = 1500 psi) or concrete
(minimum f'c is 2000 psi for single strap installations and 2500 psi for double strap installations).
3. The HETAL requires 5 nails to be installed into the truss seat.
4. Multiple META, HETA, and HHETA are spaced at 1⁵⁄₈" for single ply and 3¹⁄₈" for
two ply and staggered as shown.
5. Allowable loads in the F1 direction are not intended to replace diaphragm boundary
members or prevent cross grain bending of the truss or rafter members.
6. The HHETA allowable F1 load can be increased to 435 lbs. if the strap is wrapped over
the truss and a minimum of 12 nails are installed.
7. For simultaneous loads in more than one direction, the connector must be evaluated as
described in Note 7, page 8 under General Notes.
8. Where noted, install with spoons facing outward and straps spaced no more than
¹⁄₈" wider than the truss width.
#5 Rebar
9. Where noted, install half of the required number of fasteners in each strap.
(min.)
10. Double embedded anchor lateral loads apply only to two- or three-ply applications
with anchors spaced a minimum of 3" apart. For single-ply applications use lateral loads
from the Single Embedded Anchor Installation.
11. Where noted in table, F1 lateral loads listed may cause an additional ¹⁄₈" deflection beyond
the standard ¹⁄₈" limit where the straps are installed not wrapped over the heel as shown.
12. Two HHETA anchors may be installed in a concrete tie beam on a two- or three-ply
truss with 2 fewer nails for an allowable uplift load of 3050 lbs.

13. Single-ply trusses may use either 10dx1¹⁄₂ or 16d nails with allowable loads
as noted in table. Two- or three-ply trusses shall use 16d nails.
Two META
14. It is acceptable to use a reduced number of fasteners provided that there is a
Anchors 8,9
reduction in uplift load capacity. Lateral loads do not apply when fewer than
7 fasteners are used with the HETA and HHETA anchors or when fewer than
6-16d or 7-10dx1¹⁄₂ fasteners are used with the META anchor. HETAL lateral
loads do not apply when fewer than 5 fasteners are installed in strap –
5 fasteners required in the truss seat. DETAL lateral loads do not apply when
fewer than 5 fasteners are installed in each strap – 6 fasteners required in
the truss seat. Calculate the connector uplift value for a reduced number
of fasteners as follows:

META20/
TSS
HETA20

D14

Allowable Load =

Straps may
be installed
straight or
wrapped
over truss
Blocking
not shown
for clarity

Moisture barrier not
shown on this page

DETAL

D16

No. of Nails Used
x Table Load
No. of Nails in Table

Example: META20 in DF/SP with 6-10dx1¹⁄₂ nails total (160)
#5 Rebar
6 Nails (Used)
(min.)
Allowable Load =
x 1450 lbs. = 1240 lbs.
7 Nails (Table)
15. Parallel-to-wall load towards face of HETAL is 1975 lbs.
16. The DETAL20 requires 6 nails installed in the truss seat and 6 nails in each strap.
17. F1 lateral load may cause as additional ¹⁄₃₂" deflection beyond the standard ¹⁄₈" limit.

D15
#5 Rebar
(min.)

Straps may be installed straight
or wrapped over to achieve listed loads

15


High Wind-Resistant Construction

POST INSTALLED TRUSS/RAFTER TO MASONRY/CONCRETE
These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details.

Uplift One-Ply Truss
Qty.
Req’d

Fasteners
to Block

HM9KT

1

5-¹⁄₄"x2¹⁄₄" Titen4

HGAM10KTA

1

4-¹⁄₄"x2¹⁄₄" Titen4

MTSM16, MTSM20

1

4-¹⁄₄"x2¹⁄₄" Titen4

Model
No.

Uplift Two-Ply Truss

Lateral Load

DF/SP Uplift

(160)

Fasteners to
Truss/Rafter
(Total)

4-SDS ¹⁄₄"x1¹⁄₂"

595

N/A

N/A

425

200

4-SDS ¹⁄₄"x1¹⁄₂"

850

N/A

N/A

1005

1105

7-10dx1¹⁄₂

860

7-10d

860

2356

906

DF/SP Uplift

Fasteners to
Truss/Rafter
(Total)

Parallel
to Plate
(F1)

(160)

Perp.
to Plate
(F2)

H10S

1

2-³⁄₈"x4" Titen HD

8-8dx1¹⁄₂

1065

N/A

N/A

—

—

HTSM16, HTSM20

1

4-¹⁄₄"x2¹⁄₄" Titen4

8-10dx1¹⁄₂

1175

8-10d

1175

2356

906

H16 5

1

6-¹⁄₄"x2¹⁄₄" Titen4

2-10dx1¹⁄₂

1470

N/A

N/A

—

—

H16-25

1

6-¹⁄₄"x2¹⁄₄" Titen4

N/A

N/A

2-10dx1¹⁄₂

1470

—

—

LTT20B2

1

1-¹⁄₂", ⁵⁄₈", ³⁄₄" ATR

10-10dx1¹⁄₂

1650

10-16d

1750

—

—

MTSM16, MTSM20

2

8-¹⁄₄"x2¹⁄₄" Titen4

14-10dx1¹⁄₂

1650

14-10d

1650

2356

2056

HTSM16, HTSM20

2

8-¹⁄₄"x2¹⁄₄" Titen4

16-10dx1¹⁄₂

1900

16-10d

1900

2356

2056

LGT2

1

7-¹⁄₄"x2¹⁄₄" Titen

4

2150

16-16d Sinkers

2150

700

170

FGTR 7,8,9,10

1

2-¹⁄₂"x5" Titen HD

5000

18-SDS ¹⁄₄"x3"

5000

—

—

16-16d Sinkers

3

18-SDS ¹⁄₄"x3"3

1. For SPF trusses multiply table uplift and F 2 loads by 0.86 for nailed applications and 0.72 for
Simpson Strong-Tie ® Strong-Drive ® screws (SDS) for uplift and F 2 directions (use F1 values
as shown). Higher loads may be possible (contact Simpson Strong-Tie).
2. Add a standard cut washer to seat of LTT20B when ¹⁄₂" or ⁵⁄₈" diameter anchor bolt is used.

3. Product may be used for a single-ply truss provided the truss is blocked to receive
Shaded cells
3" Simpson Strong-Tie ® Strong-Drive ® screws (SDS) or 16d sinkers and blocking is
grouted and
attached to the truss to act as a single unit.
reinforced per
Designer (min.)
4. For concrete applications use ¹⁄₄"x 1³⁄₄" Titen ® screws.
5. H16/H16-2 factory sloped to 5:12, but 3:12 - 7:12 roof slope is acceptable.
6. When installing MTSM and HTSM connectors, the following installation
instructions are required for lateral loads to apply:
a) The first four holes for Titen ® screws after the bend area must be filled
#5 Rebar
4" Min.
(min.)
on the concrete/masonry end of the connection.
b) The first seven nail holes after the bend area must be filled with 10dx1¹⁄₂
nails on the wood end of the connection. Any additional required nails
may be placed in any open hole on the wood end of the strap.
16" Min.
from end
c) MTSM/HTSM connectors shall be installed on opposite faces of masonry/
of wall
concrete to achieve loads listed for two connectors. If installed on same
face of masonry/concrete, maximum uplift is 1340 lbs.
7. To achieve the published loads, the FGTR must be attached to a grouted and
reinforced block wall or reinforced concrete wall designed by others to transfer
the uplift loads to the foundation.
8. FGTR installed between 4" and 16" from the end of a wall will have an allowable load of 4685 lbs.
9. FGTR is packaged with Simpson Strong-Tie ® Strong-Drive ® screws (SDS) and Titen HD ® anchors.

10. Can be installed on roof pitches up to 8:12 or on a bottom chord designed to transfer the loads.

FGTR

D17

16" Min.
from end
of wall

Install
Titen HD®
anchors in
every other
hole on
the part

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

Moisture barrier under truss
not shown on this page

D18
Wood shim
material and
attachment
per Designer

LGT2
MTSM20

H16

Blocking not shown for clarity

H10S

HM9

®

TITEN SCREW WARNING: Industry studies show that
hardened fasteners can experience performance
problems in wet or corrosive environments. Accordingly,
use these products in dry, interior and non-corrosive
environments only or provide a moisture barrier.

16

#5 Rebar
(min.)


High Wind-Resistant Construction

GIRDER/TRUSS TO MASONRY/CONCRETE
These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details.

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

Model
No.
H10S
LTA1
H16 13
H16-2 13
FSC
LGT2
THA222-2
VGT L/R
PA287
HDU2-SDS2.5
LGT3-SDS2.5
LGT4-SDS3
HTT4
FSC
MGT
HTT22
HTT4
THA222-2
HTT5
HDU4-SDS2.5
HTT5
VGT
FGTR10,11
HTT5
HPA357
VGT L/R12
HDU5-SDS2.5
HDU2-SDS2.5

VGT12
HDQ8-SDS3
HTT228
VGT12
HGT-4
FGTR10,11,12
HGT-3
HGT-2
HDU5-SDS2.5

No. of
Qty.
Plies
Req’d
Min.
1
1
1
1
1
1
1
2
1
1
1
2
1
2
1

2
1
2
1
2
1
3
1
4
1
2
2
1
1
2
1
2
1
2
2
2
1
2
1
2
1
2
1
2
1

2
1
2
1
2
2
2
1
2
2
2
2
2
1
2
2
2
2
3
1
4
2
2
1
3
1
2
2
2

Fasteners

DF/SP Uplift

SPF Uplift

Girder/Truss

Masonry/Concrete3

(160)

(160)

8-8dx1¹⁄₂
12-10dx1¹⁄₂
2-10dx1¹⁄₂
2-10dx1¹⁄₂
15-10dx1¹⁄₂
14-16d Sinkers
6-16dx2¹⁄₂
16-SDS ¹⁄₄"x3"
20-16d
6-SDS ¹⁄₄"x2¹⁄₂"
12-SDS ¹⁄₄"x2¹⁄₂"
16-SDS ¹⁄₄"x2¹⁄₂"
18-10dx1¹⁄₂
30-10dx1¹⁄₂
22-10d
32-10d

18-16dx2¹⁄₂
12-16dx2¹⁄₂
26-10dx1¹⁄₂
10-SDS ¹⁄₄"x2¹⁄₂"
26-10d
16-SDS ¹⁄₄"x3"
18-SDS ¹⁄₄"x3"
26-16dx2¹⁄₂
27-16d
32-SDS ¹⁄₄"x3"
14-SDS ¹⁄₄"x2¹⁄₂"
12-SDS ¹⁄₄"x2¹⁄₂"
32-SDS ¹⁄₄"x3"
20-SDS ¹⁄₄"x3"
64-10d
32-SDS ¹⁄₄"x3"
16-10d
36-SDS ¹⁄₄"x3"
16-10d
16-10d
28-SDS ¹⁄₄"x2¹⁄₂"

2-³⁄₈"x4" Titen HD
Embedded
6-¹⁄₄"x2¹⁄₄" Titen9
6-¹⁄₄"x2¹⁄₄" Titen9
1-³⁄₈"x7¹⁄₂" Titen HD (Concrete)
7-¹⁄₄"x2¹⁄₄" Titen
14-³⁄₁₆"x1¹⁄₄" Titen
1-⁵⁄₈" ATR

Embed 4"
1-⁵⁄₈" ATR
4-³⁄₈"x5" Titen HD
4-³⁄₈"x5" Titen HD
1-⁵⁄₈" ATR
2-³⁄₈"x7¹⁄₂" Titen HD
1-⁵⁄₈" ATR
1-⁵⁄₈" ATR
1-⁵⁄₈" ATR
28-¹⁄₄"x2¹⁄₄" Titen9
1-⁵⁄₈" ATR
1-⁵⁄₈" ATR
1-⁵⁄₈" ATR
1-⁵⁄₈" ATR
2-¹⁄₂"x5" Titen HD
1-⁵⁄₈" ATR
Embed 8¹⁄₄"
2-⁵⁄₈" ATR
1-⁵⁄₈" ATR
2-⁵⁄₈" ATR
2-⁵⁄₈" ATR
1-⁷⁄₈" ATR
2-⁵⁄₈" ATR
2-⁵⁄₈" ATR
2-³⁄₄" ATR
4-¹⁄₂"x5" Titen HD
2-³⁄₄" ATR
2-³⁄₄" ATR
2-⁵⁄₈" ATR

1065
1420
1470
1470
1830
2150
2150
2230
2765
3075
3285
3285
3320
3660
3965
4165
4235
4300
4350
4565
4670
4940
5000
5090
5265
5545
5645
6150
7185
8325

8330
8890
9250
9400
10530
10980
11290

915
1220
1265
1265
1570
1850
1850
1605
2765
2215
2365
2365
2855
3140
3330
3580
3640
3700
3740
3285
4275
3555

4300
4375
4525
3990
4065
4430
5175
7210
7160
6400
9250
8080
9035
6485
8130

1. Holdown load values are based on a 3" thick
vertical member. See Simpson Strong-Tie®
Wood Construction Connectors catalog for load
values based on different wood thicknesses.
2. The Designer must specify anchor type, length
and embedment. Refer to technical bulletin
T-ANCHORSPEC for guidance on selected products.
3. The Designer must evaluate multiple installations
not listed.
4. ATR—All-Thread Rod or Anchor Bolt.
5. PA28 and HPA35 must be embedded in center of
a concrete tie beam (minimum width = 7⁵⁄₈").
6. Multiple HDU’s and HTT’s must be installed
staggered on truss.

7. For concrete applications use ¹⁄₄"x1³⁄₄" Titen® screws.
8. To achieve the published loads, the FGTR must be
attached to a grouted and reinforced block concrete
wall designed by others to transfer the uplift loads
to the foundation.
9. FGTR is packaged with Simpson Strong-Tie®
Strong-Drive® screws (SDS) and Titen HD® anchors.
10. Screw holes on FGTR and VGT are configured to
allow for a double installation on a two ply truss.
11. For multiple holdowns, verify the allowable
tension capacity of the wood member.
12. To achieve the loads listed for the MGT and HGT,
anchorage into a 8" wide concrete tie-beam or
grouted and reinforced CMU tie-beam can be
made using Simpson Strong-Tie® SET Epoxy-Tie®
adhesive with a minimum embedment depth of 12".
Vertical reinforcement may be required to transfer
the loads per Designer.
13. H16/H16-2 factory sloped to 5:12, but 3:12 - 7:12
roof slope is acceptable.
14. To achieve the loads listed for the VGT single and
double connector options, anchorage into a 8" wide
concrete tie-beam or grouted and reinforced CMU
tie-beam can be made using Simpson Strong-Tie®
SET Epoxy-Tie® with a minimum embedment depth
of 12", a minimum end distance of 12" and centered
in the 8" member. Vertical reinforcement may be
required to transfer the loads per Designer.

Two

FGTRs

D20

Shaded cells
grouted and
reinforced
per Designer
(min.)

D19

16" Min.
from end
of wall

4" Min.

#5 Rebar
(min.)

Install
Titen HD®
anchors in
every other
hole on
the part

16" Min.
from end

of wall
1¹⁄₂" Typ.
Titen
Screws

HDU5

4" Minimum
Embedment

FSC

#5 Rebar
(min.)

PA28
HTT22
(HTT16 similar)
#5 Rebar
(min.)

THA222-2

VGT

D21
MGT

Moisture barrier not
shown on this page

4" Min.
Embedment

#5 Rebar
(min.)

LTA1
LGT2

PA28
HGT-2

17


High Wind-Resistant Construction

TRUSS/RAFTER HIP TO WALL
These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details.

Model
No.

Member
Size

HCP21
HCP1.811
MTS12

MTSM16
HCP4
FGTRH L/R 5,6

2x
1³⁄₄
2x
2x
4x
2-2x

Fasteners

DF/SP Allowable Loads
(160)
To Truss/
To Wall
Rafter
Uplift
F1
6-10dx1¹⁄₂
6-10dx1¹⁄₂
605
300
6-10dx1¹⁄₂
6-10dx1¹⁄₂
605
300
7-10dx1¹⁄₂
7-10dx1¹⁄₂

840
—
7-10dx1¹⁄₂
4-¹⁄₄"x2¹⁄₄" Titen3
840
—
8-10d
8-10d
1000
265
18-SDS ¹⁄₄"x3" 2-¹⁄₂"x5" Titen HD
3850
—

Shaded cells grouted
and reinforced per
Designer (min.)

SPF Allowable Loads
(160)
Uplift
F1
520
260
520
260
730
—
730
—

860
230
3850
—

1. The HCP can be installed on the inside and the outside of the wall with a flat bottom
chord truss and achieve twice the load capacity.
2. MTSM16 can be field bent to a 45° angle similar to what is shown for the MTS12.
3. For concrete applications for the MTSM16, use ¹⁄₄"x1³⁄₄" Titen® screws.
4. Minimum Edge Distance for ¹⁄₄" Titen® screw is 1¹⁄₂" and ¹⁄₂" Titen HD® anchor is 4".
5. To achieve the published loads, the FGTR must be attached to a grouted and
reinforced block wall or reinforced concrete wall designed by
others to transfer the uplift loads to the foundation.
6. FGTR is packaged with Simpson Strong-Tie ®
Moisture
Strong-Drive ® screws (SDS) and
barrier not
Titen HD® anchors.
shown on
this page

D22
Install
Titen HD®
anchors in
every other
hole on
the part

D23

4" Min.

#5 Rebar
(min.)

FGTRHL

Two
HCP

#5 Rebar
(min.)

MTSM16

MTS12
Installed
on a 45°
Rafter

HCP
FGTRHL
(Top View)

1¹⁄₂" Min
.
1¹⁄₂" M
in.

D24

#5 Rebar
(min.)

D27

D26

D25

TRUSS/RAFTER HIP TO END WALL
Member
Size
(Min.)

Model
No.

Fasteners
To Truss

To Wall

DF/SP Allowable Loads SPF Allowable Loads
Uplift
Uplift
F1
F2
F1

F2
(160)
(160)
860
235
90
750
235
90

1,3,6

MTSM16

2-2x

7-10d

4-¹⁄₄"x2¹⁄₄" Titen

HTSM161,3,6

2-2x

8-10d

4-¹⁄₄"x2¹⁄₄" Titen

1175

235

90

1020

235

90

MSTAM241,3

2-2x

9-10d

5-¹⁄₄"x2¹⁄₄" Titen

1500

—

—

1500

—

—

MSTAM361,3

2-2x

13-10d

8-¹⁄₄"x2¹⁄₄" Titen

1870

—

—

1870

—

—

MSTCM401,3

2-2x

26-16d Sinkers 14-¹⁄₄"x2¹⁄₄" Titen

4220

—

—

4220

—

—

MSTCM601,3

2-2x

26-16d Sinkers 14-¹⁄₄"x2¹⁄₄" Titen

4220

—

—

4220

—

—

FGTR2,4,5

2-2x

18-SDS ¹⁄₄"x3" 2-¹⁄₂"x5" Titen HD

4685

—

—

4300

—

—

MSTAM36
(MSTAM24,
MSTCM40 similar)

#5 Rebar
(min.)

F2

1. Minimum Edge Distance for ¹⁄₄" Titen® screw is 1¹⁄₂".
2. Minimum Edge Distance for ¹⁄₂" Titen HD® anchor is 4".
3. For concrete tie beam applications, use ¹⁄₄"x1³⁄₄" Titen® screws.
4. To achieve the published loads, the FGTR must be attached to
a grouted and reinforced block wall or reinforced concrete wall
designed by others to transfer the uplift loads to the foundation.
5. FGTR is packaged with Simpson Strong-Tie ® Strong-Drive ®

screws (SDS) and Titen HD® anchors.
6. When installing MTSM and HTSM connectors, the following
installation instructions are required for lateral loads to apply:
a) The first four holes for Titen ® screws after the bend
area must be filled on the concrete/masonry end of
the connection.
b) The first seven nail holes after the bend area must
be filled with 10dx1¹⁄₂ nails on the wood end of the
connection. Any additional required nails may be
placed in any open hole on the wood end of the strap.

#5 Rebar
(min.)

FGTR

.
Min
1¹⁄₂"

#5 Rebar
(min.)

F1

D28

4" Min.

1¹⁄₂"

Min.
#5 Rebar
(min.)

D29

MTSM16
(HTSM16 similar)

Moisture barrier not
shown on this page

18

D31

FGTR
(Top View)

D30

Shaded cells
grouted and
reinforced per
Designer (min.)

4" Min.

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details.


High Wind-Resistant Construction

TRUSS/RAFTER TO SINGLE TOP PLATE
These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details.
These products are also available in stainless steel for premium corrosion resistance.

Fasteners (Total)
Model
No.

Qty.
Required

H4
H2.5A
H3
H4
H2.5A
H3
META16
META20
H16

1
1
1
2

2
2
1
1
1

DF/SP Allowable Loads
Uplift

To
Truss/Rafters

To
Plates

4-8d
5-8d
4-8d
8-8d
10-8d
8-8d
7-10dx1¹⁄₂
7-10dx1¹⁄₂
2-10dx1¹⁄₂

4-8d
4-8d
4-8d
8-8d
8-8d

8-8d
N/R
N/R
6-¹⁄₄"x2¹⁄₄" Titen1

(160)

1. H16 fastened to masonry or concrete wall below single plate.
Use 1³⁄₄" Titen® screws for concrete applications.
2. N/R—Not required, product is embedded into concrete or CMU.
3. Refer to page 15 for multiple META loads.
4. Refer to page 38 for installation details of two connectors
on a single truss.
5. H16/H16-2 factory sloped to 5:12, but 3:12 - 7:12 roof
slope is acceptable.

360
390
455
720
780
910
1450
1450
1470

Parallel to
Plate (F1)
(160)
165

—
125
330
—
250
340
340
—

SPF Allowable Loads
Uplift

Perp. to
Plate (F2)
(160)
160
—
160
320
—
320
725
725
—

(160)
235
315
320
470

630
640
1180
1180
1265

Parallel to
Plate (F1)
(1160)
140
—
105
280
—
210
340
340
—

Perp. to
Plate (F2)
(160)
135
—
140
270
—
280
635
635

—

H2.5A
META
LBP

BP

Refer to pages 8-9 for
important considerations
regarding coatings on
connectors attached to
preservative-treated wood

H4

H16
Two
H3
#5 Rebar
(min.)

D32

HOLLOW COLUMN UPLIFT

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

Install hollow columns after the concrete pour, eliminating the need to determine the
column’s exact location during layout. Uplift loads are achieved with a concealed connection

using Simpson Strong-Tie ® Titen HD ® Rod Coupler or SET Epoxy-Tie ® anchoring adhesive.

Allowable Uplift Loads

Anchor9

Anchor
Min. Min.
Drill
Embed. End
Bit
Depth 7 Dist.
Dia.

Min.
Edge
Dist.

Bearing
Plate
Model
No.

Coupler
Nut
Model
No.

Beam and column
by Designer

(double 2x min.
for beam)

BP Bearing Plate
and Nut

Uplift Capacity 6
Threaded Rod

SPF

SP

DF

D33

TITEN HD ROD COUPLER 4
THD501038C

¹⁄₂"

8"

16"

1³⁄₄"

BP¹⁄₂

—

5

3720

3750

3750
Refer to
technical bulletin
T-COLUMN
for other hollow
column uplift
connections

SET EPOXY SOLUTION 8
¹⁄₂" ATR

⁵⁄₈"

⁵⁄₈" ATR

³⁄₄"

5"

³⁄₄" ATR

⁷⁄₈"

6³⁄₄"

⁷⁄₈" ATR

1"

7³⁄₄"

1" ATR

1¹⁄₈"

9"

4¹⁄₄"

3"

3"

BP¹⁄₂-3

CNW¹⁄₂

2420

2420

2420

5"

4"

BP⁵⁄₈-3

CNW⁵⁄₈

3670

3675

3675

7"

3"

BP³⁄₄

CNW³⁄₄

2990

3980

4400

8"

4"

BP⁷⁄₈

CNW⁷⁄₈

3530

4695

5195

9"

4"

BP1

CNW1

4830

6420

7100

1. Refer to the Simpson Strong-Tie® Anchoring and Fastening Systems for Concrete and Masonry
catalog (C-SAS) for complete SET Epoxy-Tie® adhesive and THDC installation details.
2. Allowable loads have been increased for wind or earthquake loading with no further increase allowed.

3. Anchor solutions listed are based on 2500 psi concrete and uncracked concrete with no
supplementary reinforcement.
4. ⁵⁄₈" wrench size required.
5. THDC comes with coupler nut for ¹⁄₂" diameter threaded rod.
6. System capacity limited by perpendicular to grain wood bearing capacity
(SPF = 425 psi, SP = 565 psi, DF = 625 psi), rod tension capacity or anchorage capacity.
7. Anchor length must be at least 2" longer than embedment depth.
8. Designer may modify epoxy embedment depth and edge and end distances per the Simpson
Strong-Tie® Anchoring and Fastening Systems for Concrete and Masonry catalog (C-SAS).
9. Threaded rod shall be ASTM A307 and match anchor diameter. Use ¹⁄₂" ATR with THD501038C option.

Threaded Rod
Coupler Nut
Titen HD Rod Coupler
(THD501038C)

Minimum edge distance to
threaded rod – see table

Minimum end distance to
threaded rod – see table

19


High Wind-Resistant Construction

TRUSS/RAFTER TO STUD
These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details.
These products are also available in stainless steel for premium corrosion resistance.

Fasteners (Total)
Model
No.

Qty.
Req’d

H2A
LTS12
H7Z
MTS12
MTS20
H10S2,3
H2A
H154
HTS20

1
1
1
1
1
1
2
1
1

To
Truss/

Rafters
5-8dx1¹⁄₂
6-10dx1¹⁄₂
4-8d
7-10dx1¹⁄₂
7-10dx1¹⁄₂
8-8dx1¹⁄₂
10-8dx1¹⁄₂
4-10dx1¹⁄₂
12-10dx1¹⁄₂

DF/SP Allowable Loads

To
Studs

To
Plates

5-8dx1¹⁄₂
6-10dx1¹⁄₂
8-8d
7-10dx1¹⁄₂
7-10dx1¹⁄₂
8-8d
10-8dx1¹⁄₂
12-10dx1¹⁄₂
12-10dx1¹⁄₂

2-8dx1¹⁄₂

—
2-8d
Footnote 1
Footnote 1
8-8dx1¹⁄₂
4-8dx1¹⁄₂
4-10dx1¹⁄₂
Footnote 1

Uplift
(160)
575
720
985
1000
1000
1010
1150
1300
1450

Parallel to Perp. to
Plate (F1) Plate (F2)
(160)
(160)
130
55
75
125
400

—
300
295
300
295
545
215
260
110
480
—
3001
2951

1. When installing MTS and HTS connectors,
the following installation instructions are
required for the lateral loads to apply. The
first 7 nail holes after the bend area must
be filled with 10dx1¹⁄₂ nails. This applies to
straps on either side of bend area. All
additional fasteners may be installed in any
remaining strap holes.
2. H10S can have the stud offset a maximum of
1" from rafter (center to center) for a reduced
uplift of 890 lbs. (DF/SP) and 765 lbs. (SPF).
3. H10S nails to plates are optional for uplift but
required for lateral loads.
4. H15 factory sloped to 5:12, but 0:12 - 7:12
roof slope is acceptable.

SPF Allowable Loads
Uplift
(160)
495
620
845
860
860
870
990
1120
1245

Parallel to Perp. to
Plate (F1) Plate (F2)
(160)
(160)
130
55
75
125
345
—
250
250
250
250
470
185
260

110
410
—
3001
2951

Use a minimum
of two 8d nails
this side of truss
(total four 8d
nails into truss)

MTS12
(LTS, HTS
similar)

D34

Plate nails
for lateral
loads only

D35

H15

H7Z

Two 8d
nails into

plates

H10S

H2A
Eight 8d
nails into
studs

TOP PLATES TO STUD
These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details.
These products are also available in stainless steel for premium corrosion resistance.

20

Qty.
Req’d

To Plates

To Studs

SSP
RSP4
H5
H2.5A
LTS12
H8
TSP
DSP

SP4
SP6
SP8
H5
H2.5A
MTS12
TSP
SP23
SP33
LTS12
HTS20
SPH44
SPH64
SPH84
MTS12
HTS20

1
1
1
1
1
1
1
1
1
1
1
2
2

1
1
1
1
2
1
1
1
1
2
2

3-10dx1¹⁄₂
4-8dx1¹⁄₂
4-8dx1¹⁄₂
5-8dx1¹⁄₂
6-10dx1¹⁄₂
5-10dx1¹⁄₂
6-10dx1¹⁄₂
6-10dx1¹⁄₂
N/R
N/R
N/R
8-8dx1¹⁄₂
10-8dx1¹⁄₂
7-10dx1¹⁄₂
6-10d
6-10d
6-10d
12-10dx1¹⁄₂

12-10dx1¹⁄₂
N/R
N/R
N/R
14-10dx1¹⁄₂
24-10dx1¹⁄₂

4-10dx1¹⁄₂
4-8dx1¹⁄₂
4-8dx1¹⁄₂
5-8dx1¹⁄₂
6-10dx1¹⁄₂
5-10dx1¹⁄₂
9-10dx1¹⁄₂
8-10dx1¹⁄₂
6-10dx1¹⁄₂
6-10dx1¹⁄₂
6-10dx1¹⁄₂
8-8dx1¹⁄₂
10-8dx1¹⁄₂
7-10dx1¹⁄₂
9-10dx1¹⁄₂
6-10d
6-10d
12-10dx1¹⁄₂
12-10dx1¹⁄₂
12-10dx1¹⁄₂
12-10dx1¹⁄₂
12-10dx1¹⁄₂
14-10dx1¹⁄₂

24-10dx1¹⁄₂

DF/SP Allowable Loads SPF Allowable Loads
Uplift
Uplift
(160)
(160)
350
350
450
370
455
265
480
480
720
620
745
565
755
650
775
775
885
760
885
760
885
760
910

530
960
960
1000
860
1015
875
1065
605
1065
605
1440
1240
1450
1245
1170
14902
1170
14902
1170
14902
2000
1720
2900
2490

1. N/R—Not required.
2. Maximum load for SPH in Doug Fir is 1360 lbs.
3. For SP2 and SP3, drive one stud nail at an angle through the stud into the plate to achieve the table load.
4. SPH4 and SPH6 can be installed over nominal ¹⁄₂" sheathing with a maximum DF/SP load of

1360 lbs. Order SPH4R or SPH6R.

D36
D37

TSP
SSP

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

Fasteners (Total)

Model
No.

Drive
nail at
an angle

DSP

SP2

D38

Two
H2.5A

MTS12
(LTS, HTS

similar)

RSP4
SP4
(SPH4 similar)4

Truss-to-plate connections not shown for clarity.
However they shall be installed on the same side
of the wall as plate-to-stud connectors.

H8


High Wind-Resistant Construction

STUD TO BAND JOIST
These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details.

Single-Ply Band Joist (1¹⁄₂")
Model
No.

Qty.
Req’d

1

LSTA12
LTS16
H6

MTS16
CS201
LSTA181
HTS20
LSTA241
CS181
LSTA301
CS161
CMST141,6
MST37 1,6
CMST121,6
MSTC281,6

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1

DF/SP Allowable Uplift Loads

Fasteners
(Total)
6-10dx1¹⁄₂
12-10dx1¹⁄₂
16-8d
14-10dx1¹⁄₂
12-10dx1¹⁄₂
12-10dx1¹⁄₂
16-10dx1¹⁄₂
14-10dx1¹⁄₂
16-10dx1¹⁄₂
16-10dx1¹⁄₂
18-10dx1¹⁄₂
24-10dx1¹⁄₂
24-10dx1¹⁄₂
24-10dx1¹⁄₂
28-10dx1¹⁄₂

(160)
555
720
950
1000
1030
1110
1150
1235
1370
1505
1700

2390
2530
2630
2690

Double-Ply Band Joist (3")

SPF Allowable Uplift Loads
Fasteners
(Total)
6-10dx1¹⁄₂
12-10dx1¹⁄₂
16-8d
14-10dx1¹⁄₂
14-10dx1¹⁄₂
12-10dx1¹⁄₂
16-10dx1¹⁄₂
16-10dx1¹⁄₂
18-10dx1¹⁄₂
16-10dx1¹⁄₂
20-10dx1¹⁄₂
24-10dx1¹⁄₂
24-10dx1¹⁄₂
24-10dx1¹⁄₂
28-10dx1¹⁄₂

DF/SP Allowable Uplift Loads
Fasteners
(Total)
6-10d

12-10d
16-8d
14-10d
12-10d
12-10d
16-10d
14-10d
16-10d
16-10d
18-10d
24-16d
24-16d
24-16d
28-16d Sinkers

(160)
480
620
820
860
1030
955
990
1235
1370
1295
1630
2065
2150
2210

2325

1. Loads for stud to band joist connections are based on a minimum band joist depth of 11¹⁄₄".
2. Loads for straps based on 2¹⁄₂" clearspan between stud and band joist.
3. Multiple members must be fastened together to act as a single unit.
4. For straight straps, use half of the total fasteners listed on each member in the connection.
5. Reduce loads for a single band joist less than 1¹⁄₂" thick.
6. CMST and MST require double studs of a minimum 3" width.
7. Values for straps assume a minimum nail penetration of 10 nail diameters into the stud or rimjoist.
8. Nailing over sheathing is acceptable as long as 10 nail diameters minimum penetration into
the framing is maintained. See page 10.
9. Where possible cross grain tension occurs in detail D39, consider full length adjacent
connectors or EWP rim designed to resist cross grain tension loads.

(160)
555
775
950
1000
1030
1110
1450
1235
1370
1505
1700
2810
2950
3060
2690

SPF Allowable Uplift Loads
Fasteners
(Total)
6-10d
12-10d
16-8d
14-10d
14-10d
12-10d
16-10d
16-10d
18-10d
16-10d
20-10d
24-16d
24-16d
24-16d
28-16d Sinkers

(160)
480
665
820
860
1030
955
1245
1235
1370

1295
1630
2435
2570
2650
2325

LSTA18
CS16
MTS16

D39

1⁵⁄₈"
Min.
(typ.)

See
notes
1, 5

STUD TO STUD
SSP

These products are available with additional corrosion protection. Additional products on
this page may also be available with this option, check with Simpson Strong-Tie for details.

SSP
(DSP similar)

These products are also available in stainless steel for premium corrosion resistance.

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

DF/SP Allowable Loads
Model
No.

Qty.
Req’d

Fasteners
(Total)

Uplift
(160)

SPF Allowable Loads
Fasteners
(Total)

Uplift

FSC

(160)

CS202

1

14-8d

1030

16-8d

1030

LSTA362

1

14-10d

1315

14-10d

1135

MSTA362

1

14-10d

1345

14-10d

1160

CS182

1

18-8d

1370

22-8d

1370

CS162

1

22-8d

1705

26-8d

1705

FSC

2

30-10dx1¹⁄₂

1830

30-10dx1¹⁄₂

1570

MSTA49

1

26-10d

2020

26-10d

2020

MSTC402

1

28-16d Sinkers

2695

28-16d Sinkers

2320

HDU2-SDS2.5

2

12-SDS ¹⁄₄"x2¹⁄₂"

3075

12-SDS ¹⁄₄"x2¹⁄₂"

2215

HDU4-SDS2.5

2

20-SDS ¹⁄₄"x2¹⁄₂"

4565

20-SDS ¹⁄₄"x2¹⁄₂"

3285

HDU5-SDS2.5

2

28-SDS ¹⁄₄"x2¹⁄₂"

5645

28-SDS ¹⁄₄"x2¹⁄₂"

4065

MSTC66

1

64-16d Sinkers

5860

64-16d Sinkers

5495

CMST142

1

56-16d

6490

66-16d

6490

2

1

74-16d

9215

84-16d

9215

CMST12

SSP

1. Loads are based on an 18" clear span.
2. Nailing over wood structural panel sheathing is acceptable provided 10 nail
diameters minimum penetration into the framing is maintained. See page 10.
3. Allowable loads for HDA and HDU based on 2-2x and greater vertical wood member.
4. Cut lengths for coil strap are CS16 = 46", CS18 = 42", CS20 = 36",
CMST14 = 78", CMST12 = 94".
5. For straight straps, use half of the total fasteners listed on each
member in the connection.
6. Where possible cross grain tension occurs in detail D40, consider full length
adjacent connectors or EWP rim designed to resist cross grain tension loads.

MSTA36
(MSTA49
similar)
HDU2
CS16

D40
See
note 1

1⁵⁄₈" Min.
(typ.)

FSC
LTP4/LTP5/GA2 shown
for shear resistance,
refer to page 31

HDU2
with
Thread Rod
21


High Wind-Resistant Construction

FLOOR TO MASONRY/CONCRETE
These products are available with additional corrosion protection. Additional products on
this page may also be available with this option, check with Simpson Strong-Tie for details.

Qty.
Req’d

Fasteners
To Block/
Concrete

SPF Allowable Loads
Uplift

(160)

Fasteners
To Wood
Framing

Fasteners
To Wood
Framing

Uplift

(160)

HETA16

1

Embedded

8-10dx1¹⁄₂

1355

8-10dx1¹⁄₂

1330

MSTAM24

1

5-¹⁄₄"x2¹⁄₄" Titen5

9-10d

1500

9-10d

1500

HETA20

1

Embedded

10-10dx1¹⁄₂

1810

11-10dx1¹⁄₂

1810

HETA40

1

Embedded

10-10dx1¹⁄₂

1810

11-10dx1¹⁄₂

1810

FSC8

1

³⁄₈" ATR or THD37634RC9

15-10dx1¹⁄₂

1830

15-10dx1¹⁄₂

1570

MSTAM36

1

8-¹⁄₄"x2¹⁄₄" Titen5

13-10d

1870

13-10d

1870

THA426

1

14-¹⁄₄"x2¹⁄₄" Titen5

6-16d

2150

6-16d

1850
2655

2

Embedded

16-10dx1¹⁄₂

2815

16-10dx1¹⁄₂

1

⁵⁄₈" ATR

10-SDS ¹⁄₄"x3"

3610

10-SDS ¹⁄₄"x3"

3375

HTT22

1

⁵⁄₈" ATR

32-10d

4165

32-10d

3580

5

4220

3

1

14-¹⁄₄"x2¹⁄₄" Titen

26-16d Sinkers

4220

26-16d Sinkers

MSTCM603

1

14-¹⁄₄"x2¹⁄₄" Titen5

26-16d Sinkers

4220

26-16d Sinkers

4220

HDU5-SDS2.5

1

⁵⁄₈" ATR

14-SDS ¹⁄₄"x3"

4685

14-SDS ¹⁄₄"x3"

4380

Refer to pages 8-9 for
important considerations
regarding coatings on
connectors attached to
preservative-treated wood

D44

HETA40

LSTA36

#5
Rebar
(min.)

4"

6"
Min.

6"
Min.

D42

One #4 (Min.) Rebar
in Shear Cone (48" Long Min.)

Double HETA16 Installation
LSTA18

D43
MTS20

LTP4 spacing
as required
for shear

SSP spacing
for uplift
(Other
connectors
available)

FSC

1⁵⁄₈"
Min.
(typ.)

D45

1⁵⁄₈"
Min.
(typ.)

HDU5
(Minimum
double stud)

LTP4
SSP
LTP4

BP
SSP
LTP4

1⁵⁄₈"
Min.
(typ.)

#5
Rebar
(min.)

1¹⁄₂" Typ.
Titen®
Screws

30° Bend

THA426
(16" deep floor truss maximum)

MSTAM24

Shear
connection
not shown
for clarity

22

30°
Vertical

HETA16

1. Holdown load values are based on a 3" thick vertical member. See Simpson Strong-Tie®
Wood Construction Connectors catalog for load based on different wood thickness.
2. HETA will require a 30° bend and a 4" minimum embedment depth in a concrete tie beam only.
Loads based on SP lumber only. Strap may be bent one full cycle only.
3. MSTCM requires attachment to a minimum 3" wide member.
4. Nailing over wood structural panel sheathing is acceptable provided 10 nail diameters
minimum penetration into the framing is maintained. See page 10.
5. For concrete applications use ¹⁄₄"x1³⁄₄" Titen® screws.
6. ATR—All-Thread Rod or Anchor Bolt. The Designer must specify anchor type, length, and
embedment. Refer to technical bulletin T-ANCHORSPEC for guidance on selected products.
7. Where possible cross-grain tension occurs in detail D43, consider full length
adjacent connectors or EWP rim designed to resist cross grain tension loads.
8. Standard cut washer is required with the ³⁄₈" all thread rod.
9. THDRC listed for use with 8" concrete tie beam, 1³⁄₄" edge, 8" end distance, uncracked
concrete with no supplementary reinforcement and 2500 psi concrete minimum. Designer
shall specify adhesive anchor for CMU bond beam.

D41

6"

HDU2-SDS2.5

MSTCM40

HETA16
(Field-bent
at a 30° angle
for holdown

application)

10"

1¹⁄₂" End
Distance
7-¹⁄₄"x2¹⁄₄"
Titen® screws
each flange

#5
Rebar
(min.)

TITEN® SCREW WARNING: Industry
studies show that hardened fasteners
can experience performance problems
in wet or corrosive environments.
Accordingly, use these products
in dry, interior and non-corrosive
environments only or provide a
moisture barrier.

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

DF/SP Allowable Loads
Model
No.

High Wind-Resistant Construction

STUD TO SILL PLATE
These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details.
These products are also available in stainless steel for premium corrosion resistance.

Fasteners (Total)

Model
No.

Qty.
Req’d

To Stud

To Plate

H8
RSP4
H4
H2.5A
SSP
H3
SP1
SP5
TSP
DSP
H4
SP4

SP6
SP8
H3
SPH46
SPH66
SPH8

1
1
1
1
1
1
1
1
1
1
2
1
1
1
2
1
1
1

5-10dx1¹⁄₂
4-8dx1¹⁄₂
4-8d
5-8d

4-10dx1¹⁄₂
4-8d
6-10d4
6-10d4
6-10dx1¹⁄₂
8-10dx1¹⁄₂
8-8d
6-10dx1¹⁄₂
6-10dx1¹⁄₂
6-10dx1¹⁄₂
8-8d
12-10dx1¹⁄₂
12-10dx1¹⁄₂
12-10dx1¹⁄₂

4-10dx1¹⁄₂
4-8dx1¹⁄₂
4-8d
4-8d
1-10dx1¹⁄₂
4-8d
4-10d
4-10d
3-10dx1¹⁄₂
2-10dx1¹⁄₂
8-8d
N/R
N/R
N/R
8-8d

N/R
N/R
N/R

DF/SP Allowable Loads SPF Allowable Loads
Uplift
Uplift
(160)
(160)
310
310
315
285
360
235
390
315
420
325
455
320
585
535
585
535
5857
425
660
545
720

470
885
760
885
760
885
760
910
640
14903
1170
14903
1170
14903
1170

1. N/R—Not required.
2. SPF loads reflect attachment to SPF stud
and/or sill.
3. Maximum loads for SPH in Doug Fir is 1360 lbs.

Refer to technical bulletin
T-STRAPS for retrofit options

SP4
(SPH4 SP1
similar) 6

BP
H2.5A

TSP
Titen HD® Two
H4
anchor

D46

4. SP1 and SP5 drive one stud nail at an angle
through the stud into the plate to achieve table load.
5. Refer to page 12 for installation details of
two connectors on a single stud.

SSP

Refer to pages 8-9 for
important considerations
regarding coatings on
connectors attached to
preservative-treated wood

6. SPH4 and SPH6 can be installed over nominal ¹⁄₂" sheathing with
a maximum DF/SP load of 1360 lbs. Order SPH4R or SPH6R.
7. Douglas Fir allowable uplift load for TSP is 470 lbs. (160).

SILL PLATE TO FOUNDATION

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details.

Model
No.

Qty.
Req’d

Fasteners
(Total)

MAB15
MAB23
MA4
LMA4
MASA
MAS
THD50600H

1
1
1
1
1
1
1

6-10dx1¹⁄₂
6-10dx1¹⁄₂
4-10dx1¹⁄₂
6-10dx1¹⁄₂
9-10dx1¹⁄₂

6-10dx1¹⁄₂
—

DF/SP Allowable Loads
Parallel to
Perp. to
Uplift
Plate (F1)
Plate (F2)
(160)
(160)
(160)
565
500
500
565
500
500
830
575
430
905
675
520
930
1605
800
1005
815
575

13753
1005
500

D48
Bearing plate
as required

MAB

1. Titen HD anchor ¹⁄₂ x6 is based on SP lumber, 1³⁄₄" edge, 8" end distance,
uncracked concrete and no supplementary reinforcement.
2. MAS installed with one leg attached to stud has loads of 435 lbs. (uplift), 700 lbs.
(parallel to plate) and 240 lbs. (perp. to plate). MASA is 780 lbs. (uplift), 1445 lbs.
(parallel to plate) and 380 lbs. (perp. to plate).
3. Uplift shown requires BP⁵⁄₈ with Titen HD® anchor ¹⁄₂x6.
4. Minimum concrete strength 2500 psi.
®

Refer to pages 8-9 for important
considerations regarding coatings
on connectors attached to
preservative-treated wood

D47
Titen HD® anchor

2x4, 2x6,
3x4 or 3x6
Mudsill

D50

2x4 Plate

3¹⁄₂"

MASA
(MAS similar)

D49
LMA4

When using MASA, stud to bottom plate
connectors must be on same side of
the wall as the MASA

D51
Alternate MAS Installation
for Brick Ledges
23


High Wind-Resistant Construction

HEADER TO WALL FRAMING
These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong-Tie for details.

HEADER TO STUDS
Model

No.
HH410
LSTA12
HH610
CS16
LSTA18
LSTA21
CS16

DF/SP Allowable Loads
Uplift
(160)
13-16d
710
10-10d
970
18-16d
1065
12-10d
1180
14-10d
1235
16-10d
1235
16-10d
1575
18-10d
1705

Min.

Header
Height

Fasteners
(Total)

3.50"
7.25"
5.50"
7.25"
9.25"
11.25"
9.25"
11.25"

SPF Allowable Loads
Uplift
(160)
13-16d
610
10-10d
830
18-16d
915
12-10d
1020
14-10d
1165
16-10d
1235

16-10d
1360
20-10d
1700

Fasteners
(Total)

STUDS TO PLATE/FOUNDATION
Fasteners

Model
No.
DSP8
SP4
SPH49,
SPH69, SPH8
HDU2-SDS2.5
STHD8
HTT4
STHD10
HTT16
HTT22
HTT4
HTT5
HTT5
HTT5
HDU5-SDS2.5

Stud

Plate/
Foundation

8-10dx1¹⁄₂
6-10dx1¹⁄₂
10-10dx1¹⁄₂
12-10dx1¹⁄₂
6-SDS ¹⁄₄"x2¹⁄₂"
24-16d Sinkers
18-10dx1¹⁄₂
28-16d Sinkers
18-16dx2¹⁄₂
32-10d
18-16dx2¹⁄₂
26-10dx1¹⁄₂
26-10d
26-16dx2¹⁄₂
14-SDS ¹⁄₄"x2¹⁄₂"

2-10dx1¹⁄₂
—
—
—
⁵⁄₈" ATR
Embedded
⁵⁄₈" ATR
Embedded
⁵⁄₈" ATR
⁵⁄₈" ATR

⁵⁄₈" ATR
⁵⁄₈" ATR
⁵⁄₈" ATR
⁵⁄₈" ATR
⁵⁄₈" ATR

DF/SP Allowable Loads
Uplift
(160)
660
885
1240
14907
3075
3195
3320
3725
3955
4165
4235
4350
4670
5090
5645

SPF Allowable Loads
Uplift
(160)
545
760

1065
1170
2215
3195
2855
3725
3400
3580
3640
3740
4275
4375
4065

1. Straps must use half the total
fasteners into each member
being connected to achieve
the listed loads.
2. Multiple straps may be used
for increased load values.
3. For a continuous load path,
truss/rafter to top plate/stud/
header connections must be
on the same side of wall as
header to stud connections.
4. ATR—All-Thread Rod or
Anchor Bolt. The Designer
must specify anchor type,
length, and embedment.
Refer to technical bulletin

T-ANCHORSPEC for guidance
on selected products.
5. For STHD, allowable loads
are based on a minimum end
distance equal to the length of
embedment. For shorter end
distances, refer to the current
Simpson Strong-Tie® Wood
Construction Connectors catalog.
6. ATR—All Thread Rod or
Anchor Bolt.
7. Maximum load for SPH in
Doug Fir is 1360 lbs.
8. DSP is for double-stud
connections.
9. SPH4 and SPH6 can be installed
over nominal ¹⁄₂" sheathing with a
maximum DF/SP load of 1360 lbs.
Order SPH4R or SPH6R.
10. Where noted, minimum
supporting post thickness
is 2¹⁄₂".

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

D52

LSTA21
Uplift anchors not
needed in this area

(Except sill anchors)

A34

Single-Strap Application
(Multiples may be used)
STHD8

HTT22

SP4

24

Refer to pages 8-9 for
important considerations
regarding coatings on
connectors attached to
preservative-treated wood


High Wind-Resistant Construction

ALTERNATIVE WIND UPLIFT RESTRAINT SYSTEM
The use of continuous rod, bearing plates, coupler nuts and anchors are
an alternative method used to transfer wind uplift forces from the double top
plates directly into the foundation providing a continuous load path within
the wall system. It is recommended for multiple-story systems to compensate
for wood shrinkage and settlement due to dead load through the use of a
take-up device. Simpson Strong-Tie offers STU¹⁄₂ for ¹⁄₂" rods or the ATUD5 for

rods up to ⁵⁄₈" diameter. These devices are specially designed to take-up when
shrinkage or compression occurs in the wall. The use of the ATUD5 or STU¹⁄₂
will ensure that when uplift occurs, the system is ready to perform without
excessive deflection which can cause failures in other components of the wall.
The following tables list the allowable loads for the components to be used in
designing with this product. Listed below are other considerations which shall
be accounted for in the design of this restraint method:
• The Designer shall determine the spacing of the rods based on the
applied roof uplift forces as well as the effects of the double top plate
in bending, rod capacity, bearing plate capacity and anchorage. Special
considerations shall be made at top plate splices to control the bending
(independently of existing wall sheathing fasteners). Full scale wind
uplift testing at Simpson Strong-Tie, refer to flier F-TIEDOWNSPCE,
indicates that spacing of any continuous rod system (regardless of the
manufacturer) should never exceed 4 feet on center, in wind speeds
greater than 110 mph, without additional top plate reinforcement.
In some cases further reduced spacing may be required.
• Traditional connections or larger diameter rods and bearing plates
may be required at the end of wall openings where the wind uplift is
accumulated.
• Shearwall overturning uplift forces are often much greater than wind
uplift. Overturning restraint devices at shearwall ends shall be specified
by the Designer separately. The shearwall anchoring device shall be
designed to resist roof uplift and overturning where the shearwall
ends at a corner or adjacent to window or door openings. Consider
Simpson Strong-Tie® Anchor Tiedown System (ATS) to restrain
shearwall overturning or combined wind uplift and overturning as
required (see catalog C-ATS).

ATUD5

STU¹⁄₂
(for ¹⁄₂"
rods
only)

ATUD5
available
2009

BP¹⁄₂-3
(BP⁵⁄₈-3 similar)
Bolt Diameter
+ ¹⁄₁₆"

D53

CNW
Coupler Nuts

All-Thread
Rod

R

C-54
Coupler Reducer
⁵⁄₈" to ¹⁄₂"

• The Designer shall check rod deflection under the demand loads and

reduce the rod spacing or increase rod diameters as necessary.
• The wind uplift anchors may be used to transfer shear at the sill as
well as uplift provided the unity equation is checked as noted in the
table. For those applications, it is recommended that a bearing plate
and nut be used to restrain the sill plate.

C-HW09 © 2009 SIMPSON STRONG-TIE COMPANY INC.

• Anchor allowable loads listed below are based on a minimum spacing
of anchors equal to twice the embedment depth. The loads shall be
adjusted for two runs spaced at less than the minimum spacing.
These products are available with additional corrosion protection.
Additional products on this page may also be available with this option,
check with Simpson Strong-Tie for details.

Model No.
STU¹⁄₂
BP¹⁄₂-3
BP⁵⁄₈-3

Design Values for Anchorage
Component
THD37634RC
THD501038C
SET2

Bearing Plate Capacity
DF
3315
5470

5390

Allowable Loads
SP
3315
4945
4875

SPF
3315
3720
3670

1. Two ³⁄₈" cut washers required along with BP¹⁄₂-3 when ³⁄₈" ATR
used (³⁄₈" rod should be limited to single-story applications,
refer to bullet point 4 above).

All-Thread Rod Allowable Tension Capacity
Model No.

Diameter

ATR-³⁄₈
ATR-¹⁄₂
ATR-⁵⁄₈

³⁄₈"
¹⁄₂"
⁵⁄₈"

Allowable Loads
Tension (100)
2105
3750
5875

1. All-thread rod allowable tension capacities are based on A307
grade C. Simpson Strong-Tie® RFB are equivalent.
2. Simpson Strong-Tie® Strong-Rod™ may be used as alternate to
all-thread rod (refer to catalog C-ATS).
3. Allowable loads do not include a steel stress increase.
4. ATUD5 allowable compression capacity exceeds the tension
capacity of ⁵⁄₈" rod listed.

Titen HD™
Rod Coupler

ATR – All-Thread Rod Stud
(When use with SET or AT adhesive)

AT2

Steel Rod6

Sill Plate4

Anchor
Size
³⁄₈"
¹⁄₂"

³⁄₈"
¹⁄₂"
⁵⁄₈"
³⁄₈"
¹⁄₂"
⁵⁄₈"
³⁄₈"
¹⁄₂"
⁵⁄₈"
³⁄₈"
¹⁄₂"
⁵⁄₈"

Embedment
Depth
(in)
5
8
4.5
4.25
9.375
4.5
6
9.375
N/A
N/A
N/A
N/A
N/A
N/A

Uplift
(lbs)

F1
(lbs)

F2
(lbs)

2225
3885
1465
4275
4220
1355
2805
3770
2105
3750
5875
N/A
N/A
N/A

390
1240
485
2125
2215

430
625
430
1085
1930
3025
705
1055
1485

390
400
485
640
680
430
625
430
1085
1930
3025
570
560
625

1. 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 Plate < 1.0, substitute (Design/Allowable)5/3 for Titen HD® anchor evaluation. The three

terms in the unity equation are due to the three possible directions that exist to generate
force on an anchor. The number of terms that must be considered for simultaneous
loading is at the sole discretion of the Designer and is dependant on their method of
calculating wind forces and the utilization of the anchor within the structural system.
See 5th bullet point above.
2. Adhesive anchor solutions listed are based on 2000 psi concrete minimum edge distance
of 1³⁄₄", 7" end distance, and uncracked concrete with no supplementary reinforcement.
3. Titen HD® anchor solutions listed are based on 2500 psi concrete with a 1³⁄₄" edge,
8" end distance and uncracked concrete with no supplementary reinforcement.
4. Sill Plate design values are based on SP lumber with a load duration factor of 1.6
and the 2005 NDS.
5. F1 loads are parallel to the sill plate and F2 loads are perpendicular.
6. Values do not include a stress increase on the steel.

25