Concrete Connectors

8/20/2019 Concrete Connectors

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USP964-05

Lumberton • Largo • North Wilkesboro • Montgomery • Houston • Rancho Cucamonga • Livermore • Long Beach • Thornhill, Ontario

USP Concrete Connectorswww.USPconnectors.com


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2

Customer Service / Technical Assistance

Burnsville, MN Corporate Office1-800-328-5934

Company Information

Company Information . . . . . . . . . . . . . . . . . . . . . . . . . 2

Product Information . . . . . . . . . . . . . . . . . . . . . . . . 3-5

Fasteners . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-7

Anchor Bolts . . . . . . . . . . . . . . . . . . . . . . . . . . 7, 10-11

Bolt Rite™ Products . . . . . . . . . . . . . . . . . . . . . . . . 8-9

Foundation Anchors . . . . . . . . . . . . . . . . . . . . . . 12-13

Concrete Form Ties & Wedge . . . . . . . . . . . . . . . . . .14

Foundation Straps . . . . . . . . . . . . . . . . . . . . . . . .15-19

Purlin Anchors . . . . . . . . . . . . . . . . . . . . . . . . . . . 20-21

Embedded Truss Anchors . . . . . . . . . . . . . . . . . 22-26

Column Bases . . . . . . . . . . . . . . . . . . . . . . . . . . . 27-28

Wet Anchors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29

Elevated Post Bases . . . . . . . . . . . . . . . . . . . . . . . . 30

Specification Tools . . . . . . . . . . . . . . . . . . . . . . . . . . 31

USP Structural Connectors ® (United Steel Products Company)has been designing, manufacturing, and marketing construction

hardware for over 50 years. The company’s experience inmarketing, engineering, and service has allowed USP to be a

leader in developing new connectors for a changingconstruction industry.

Burnsville, MN Corporate Office14035 Southcross Drive, Suite 200Burnsville, MN 55306

Phone: 1-800-328-5934Phone: 1-952-898-8772

Fax: 1-507-364-8762

Livermore, Western Region2150 Kitty Hawk Road

Livermore, CA 94551-9522Phone: 1-800-227-0470Phone: 1-925-449-4100

Fax: 1-925-373-9213

Largo, Eastern Region11910 62nd Street NorthLargo, FL 33773-3705

Phone: 1-800-328-5934Fax: 1-727-535-8199

Thornhill, Canadian Office221 Racco ParkwayThornhill, ON L4J 8X9

Phone: 1-800-387-3589Fax: 1-905-669-1563

USP Operations Include• Eight strategically placed manufacturing and warehousing

locations.• In-house quality control and testing with independent,

third-party plant inspection, and test witnessing.• On staff licensed professional engineers.• Our National Factory Technical Sales Force is ready

to help with application questions.• Ongoing regional and national code evaluations as

products are developed.

Product Questions & AnswersThe Customer Service/ Technical Assistance staff isready to answer your questions and help solve

your connector related problems. Our staff canassist you in developing economical solutions to

your structural connection problems.

When calling for Technical Assistance, please havethe following information ready:

• Which USP product are you using?

• What is connector application?

• What is the header material and application?

• What is the load requirement?

Table of Contents

WARRANTYUnited Steel Products Company warrants its products to be free from defects in materialand workmanship. Said products are further warranted as to adequacy of design, providedproducts are used in strict accordance with United Steel Product Company’s current publisheddesign limits and are installed in a workmanlike manner. (Said warranties do not apply inthe event products are cut, notched, welded, drilled or in any way altered). No warrantyapplies if deterioration occurs due to environmental conditions. United Steel ProductsCompany’s obligations under this warranty shall be limited to the replacement or repair ofthose products demonstrated to be defective. Such remedy shall constitute Customer’ssole and exclusive remedy and Customer hereby agrees that no other remedy (including,

but not limited to claims for INCIDENTAL, CONSEQUENTIAL OR SPECIAL DAMAGES,OR ANY CAUSE, LOSS, ACTION, CLAIM OR DAMAGE, INCLUDING LOSS OF TIME,WHATSOEVER, OR INJURY TO PERSON OR PROPERTYOR ANY OTHER CONSEQUENTIAL

DAMAGE OR INCIDENTALOR ECONOMIC LOSS) shall be available to Customer whethersaid claims be asserted on the basis of warranty, negligence, strict liability or otherwise. THISWARRANTY IS EXPRESSLY IN LIEU OF ALL OTHER WARRANTIES, EXPRESSED ORIMPLIED, INCLUDING ANY WARRANTIES OF MERCHANTABILITY AND FITNESS FORA PARTICULAR PURPOSE, ALL SUCH OTHER WARRANTIES BEING HEREBYEXPRESSLY EXCLUDED.

ISO 9001:2000Registered

USP Structural Connectors ®

in Montgomery, Livermore, Largo,

and North Wilkesboro achieved

registration of its quality

system in accordance with

the requirements of

ISO 9001:2000


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www.USPconnectors.com

e-mail: [email protected] © Copyright 2005 United Steel Products Company

USP964-051

Product Information

Please Note• USP Structural Connectors ® reserves the right to changespecifications, designs, and models without notice and

liability for such changes. This catalog may not bereproduced in whole or in part without the prior written

approval of USP Structural Connectors ® .

• This catalog reflects design changes and design loadadjustments to some USP products. The informationpresented in this publication supercedes all information

published in previous documents, and is valid untilDecember 2006.

• This Full Line Catalog was designed as a generalreference for the USP Product Line. Various

specialized publications have been developed for designprofessionals, truss manufacturers, contractors, retail

dealers, and building material wholesalers. Product loadvalues may vary from one publication to

another due to recent product testing, changes inregulatory criteria, or code evaluation updates. The mostcurrent product information is available on USP’s website.

• To achieve the allowable loads presented in this

catalog, all specified fasteners must be used andproper installation procedures observed. Verify that thedimensions of supporting members are sufficient to

receive specified fasteners. Any product modificationsvoid the warranty unless prior written permission of

USP Structural Connectors ® is obtained.

• Some connector models are listed more than once toindicate installation and/or fastener options.

• Nails specified as 8d, 10d, 16d, and 20d are common

wire nails.

• Bolts specified conform to ASTM A 307 or better.

• Products are sized for standard lumber, glulam, orengineered wood products. For applications involving

unusual supporting conditions, excessive shrinkage, orhostile environments, contact USP Structural Connectors ® .

NDS® StandardsThe load resistance values presented in this catalogreflect the calculation criteria set forth in the 1991 revised

and 1997 or 2001 National Design Specification for WoodConstruction (NDS ® ) published by the American Forest

and Paper Association. Load values presented in thiscatalog may not match those presented in previous

publications. The values shown in this catalog supercedethose previously printed.

Code EvaluationsMost USP structural products listed in this catalog

have been evaluated or are in the submittal stage forevaluation from one or more of the following codeauthorities.

With the consolidation of former services (ICBO ES, NES,

SBCCI PST & ESI, and BOCAI evaluation services) into ICCEvaluation Service, Inc. (ICC ES), the following evaluation

reports now have the status of ICC-ES “Legacy Reports”.The ICC-ES Web Site provides additional information, and

may be accessed at http://www.icc-es.org.

ICC-ES - ICC Evaluation Service, Inc.ESR-1178, ESR-1702

NES - National Evaluation Service

NER-478, 505, 510, 530, 532, 564, 568, 608

ICBO - International Conference of Building Officials.

ICBO ES ER-2039, 2725, 3613, 4846, 5125, 5321, 5356,

5531, 5634

BOCA - Bldg. Officials and Code Admin. International, Inc.NER-478, 505, 510, 530, 532, 564, 568, 608

SBCCI - Southern Bldg. Code Congress International, Inc.SBCCI PST & ESI 2031C, NER-478, 505, 510,530, 532, 564, 568, 608

METRO - Dade County, Florida01-0327.04, 01-0417.11, 01-0724.06, 01-0912.05,

02-0102.04, 02-0102.05, 02-0102.06, 03-0206.0303-0219.02, 03-0508.04, 03-0508.05, 03-0611.05,04-0427.02, 04-0427.03, 04-0427.04, 05-0105.05,05-0204.01

State of Florida Product Approvals -

FL565, FL567, FL568, FL569, FL570, FL571, FL572,

FL573, FL574, FL575 ,FL576, FL577, FL578, FL815,FL816, FL817, FL818, FL819, FL820, FL821, FL822,FL859, FL1247, FL1777, FL2033, FL2620, FL2621,FL3017, FL3923, FL4928

DSA - Division of State Architect, California. DSA PA-076

LA CITY - City of Los Angeles, CaliforniaRR23888, 25029, 25104, 25113, 25283, 25303,25325, 25327, 25332, 25337, 25357, 25433, 25434

Other code agencies may require specific reductions andlimitations and may have different load valuesthan those presented in this catalog. USP recommendsconsulting specific code evaluation or productacceptance reports that govern in the applicable area. Anyquestions about current code listings shouldbe directed to the Technical Assistance staff. USPcontinuously updates code reports to reflect newstandards and requirements. Visit USP’s Web Site,www.USPconnectors.com, Code Evaluation Reportsweb page, or specific code agencies web sites forcurrent listings. Code evaluation reports referenced in thiscatalog may not apply to all stock numbers orproduct series listed.

Product Design LoadsThe design loads listed are the lowest results obtained byone of the following methods:• The lowest ultimate tested load divided by three.

• Lowest load producing 1 / 8˝ deflection.

• Calculations based on 1997 or 2001 NDS ® and current codes.

Duration of load adjustments for mechanical fasteningsFloor/Design Load . . . . . . 100% no increase.

Roof Snow. . . . . . . . . . . . 115% of design load for 2-month duration of load.

Roof Non-Snow. . . . . . . 125% of design load for 7-day duration of load.

Uplift . . . . . . . . . . . . . . . 133% or 160% of design load for wind/ seismic

loading based on local code requirements.


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4

Product Information

Allowable Stress Increase Design ValuesThere have been recent changes in the model building

codes which affect the published design loads in thiscatalog, as well as other USP catalogs. Historically, some

design codes permitted the use of a one-third-stressincrease on steel allowable stress design values whenresisting load combinations including wind and seismic

loads. Many states have recently adopted model buildingcodes which in some cases do not allow you to take this

stress increase. The table below shows which buildingcodes do and do not allow a one-third-stress increase

on steel.

The code, however, does allow for a load duration

factor, which increases the allowable wood stress. This isreferenced in the National Design Specification (NDS ® ) for

Wood Construction which is referenced by the modelbuilding codes. Load duration factors of 1.15, 1.25, 1.33and 1.6 are utilized for construction, snow, wind, and

seismic loads. For this reason the tables in the catalogcontain columns with allowable loads listed for the different

load duration factors. It is important to note that the loadduration factor is not related to or affected by the recent

changes in the steel allowable stress increase.

As stated previously, removing the increases onallowable steel stresses has affected the capacity of someof our products. These products include many of our

strap ties and strap-type anchors. For these productswhere a decrease in the allowable steel stress controls the

published value, the capacity of the product, the publishedvalue reflects this. No additional reduction is necessary. In

addition, to match the lower capacity of the connector, theminimum number of nails required has been reduced in

many cases.

Spruce-Pine-Fir or Hem Fir Equivalent CapacityUnless otherwise noted, the published design loads in this

catalog apply to Douglas Fir-Larch or Southern Pinelumber. When Spruce-Pine-Fir or Hem Fir lumber is usedwith face mount hangers or straps, the nail shear capacity

may be adjusted according to the chart to the right.

Testing

On all structurally-rated products,USP performs

full-scale testing in accordance with ASTM D 1761,thestandard recognized by all domestic code agencies. All

final testing is conducted by a third-party testinglaboratory.

Material

USP Structural Connectors ® are manufactured from primequality steel which meets ASTM A 653 requirements forgalvanized steel, and ASTM A 1011, or ASTM A 36 for

hot-rolled steel.Finish

All galvanized products have a zinc coating as specified inASTM A 653. Hot-dip galvanized parts are galvanized afterfabrication per ASTM A 123 with a minimum of one ounce ofzinc per square foot of surface.

Non-galvanized steel products are prime coated forcorrosion protection.

Corrosion Resistant FinishesUSP Structural Connectors® offers three options forimproved corrosion resistance of their connectors.

Triple Zinc (TZ) – galvanizingprovides a prefabrication coatingof 1.85 (G-185) ounces of zinc per square foot of surface

area measured in ASTM A 653.

Required Fastener: Hot-dip galvanized fasteners

Hot-Dip Galvanized (HDG) – coating provides an after-fabrication hot-dipped zinc coating. The coating

thickness is dependent on the connector material,but generally ranges from 1.1 to 2.3 ounces of zincper square foot of surface. Hot-dip products meet

requirements set forth in ASTM A 153.

Required Fastener: Hot-dip galvanized fasteners

Stainless Steel (SS) – is the best option for corrosionprotection. Quality stainless steel (316SS grade

steel) is used to fabricate connectors. Although costsare higher, some applications may need the virtualcorrosion proof quality of stainless steel.

Required Fastener: Stainless Steel fasteners

Douglas Fir-Larch (DF-L) 0.50 1.00

Southern Pine (SP) 0.55 1.00

Spruce-Pine-Fir (S-P-F) 0.42 0.86

1) Allowable loads must be adjusted according to the applicable wood species. 2) When using structural composite lumber, verify wood species and use above listed adjustment factors.

Douglas Fir (S) Hem Fir (N)

0.46 0.88

Allowable Load Adjustment Factor

WoodSpecies

SpecificGravity

AdjustmentFactor

Code Code Section

ASCE 7-98 No -- -- 2.4.3

ASCE 7-02 No -- -- 2.4.1

2000 IBC No Yes 1605.3.1, 1605.3.2

2003 IBC No No1 1605 .3.1.1, 1605.3.2

1997 UBC No Yes 1612.3.1, 1612.3.2

1) Increase is permitted with multiple transient loads(North American Specification

for the Design of Cold-Formed Steel Structural Members, 2001 Edition, NASPEC )

Steel Stress Increase Allowed

Basic Load

Combinations

Alternate Load

Combinations

G - 1 8 5 G a l v a n i z a t i o n

TRIPLE ZINC


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Connector Use with Preservative Treated WoodRecently the wood preservative manufacturers have begunusing Alkaline Copper Quat (ACQ) and Copper Azole(CA-B) as replacement chemicals for CCA in someapplications. The results of our corrosion testing haveshown that ACQ and CA-B preservative treatments tend tocorrode steel at a greater rate than the CCA. In general,connectors, including anchors and fasteners, installed incorrosive environments or exposed to corrosive materials,or chemicals, can be damaged, possibly resulting in thereduction of load values. USP recommends the use ofstainless steel connectors for maximum corrosionprotection. However, as an economical alternative, TripleZinc G-185 connectors may be used to provide a minimumlevel of corrosion protection with the new woodpreservatives. Standard G90 connectors should not beinstalled in potentially corrosive environments.

Corrosion is a multifaceted phenomenon dependent onmany variables. Most of these variables are related to theenvironment the steel is placed in. Corrosion can occurleading to loss of strength and reduced connector load

carrying capability due to exposure to ocean airor salt spray, chemicals used in fire retardant andpreservative treated wood, acid rain, agriculturalchemicals and fertilizers, animal wastes, swimming poolchemicals, and even common outdoor exposure withalternately wet and dry conditions. Of course, there aremany more possible corrosive environments notmentioned here.

Galvanizing the steel, or coating it with a sacrificial layer ofzinc, is the most widely used protective system in our

lumber connector industry. Galvanized coatings have aproven commercial history under a wide range ofenvironment conditions.

Triple Zinc G-185 contains roughly three times the amountof zinc as the standard G60 galvanizing. This providesadditional protection against corrosion attributed to the newwood preservatives. Unfortunately, we are unable to

predict the service life of particular connectors in selectedenvironments. We can, however, provide a relative level ofprotection information regarding corrosion resistanceFrom this we can provide guidance for the selectionof corrosion protection based on the anticipatedenvironmental conditions.

Here are some Guidelines to follow:• Potential for corrosion should be a part of the connectorselection criteria.• USP recommends the use of stainless steel connectorsfor maximum corrosion protection. However, as aminimum, Triple Zinc G-185 connectors may be used as aneconomic alternative for corrosive protection with the new

wood preservatives.• Ask for and follow recommendations of the preservativewood treater for use of connectors and fasteners in contactwith their brand of treated wood product.• Connectors and their fasteners should always be of likematerials.• USP’s zinc dichromate WS Wood Screws are notrecommended for use with preservative or fire-retardanttreated wood.• For any questions contact USP Technical Assistance orvisit our website at www.USPconnectors.com.



USP964-051

Product Information & Fasteners

Wood Screws – WS series

The WS Wood Screw is a self-drilling screw used for numerous framing applications. This screw features a reverselocking serration on the bottom of the screw head to prevent over tightening against a steel plate which could cause the

screw head to shear off. The USP head stamp identifies screws for easy inspection.

Screw shear capacities are based on a diameter of 0.242˝ when the shear plane is on the screw shank (SH) and 0.185˝

when the shear plane is on the knurl or threads (T) . USP WS Wood Screws have a bending yield strength of 217,000psi. For conditions not charted here, screw loads may be calculated as shown in the current NDS ® and increased for

duration of load.

Materials: 1/4˝ diameter Grade 5 steel

Finish: Yellow zinc dichromate

Codes: ICBO 5634, L.A.City RR 25433

Installation:

• Screws are self-drilling.• Install using a low speed clutch drill with 3/8˝ hex head

driver. The washer head should be flat to the surface and theserrations will oppose turning and release the clutch. Do not over-tighten the screws.

USP name Screw lengt

3/8˝

12 Gauge 10 Gauge 7 Gauge 3 Gauge 12 Gauge 10 Gauge 7 Gauge 3 Gauge

Ref. No. Description L SH T Finish1,5

WS2 SDS1/4x2 1/4˝ x 2˝ 2˝ 1/4˝ 1-3/4˝ Zinc -- -- 304 306 313 327 -- -- 262 264 271 284

1) Zinc = Yellow zinc dichromate. 2) Allowable loads are based on the 1997 NDS®. Light Gauge or 3 Gauge loads given assume use with metal side plates, Fes = 45 ksi. 3) Wood-to-wood loads are based on 1-1/2˝ thick wood side members. 4) Loads are for 100% duration of load factors, and may be increased for other duration factors in accordance with the NDS.

DF-L / SP2,4

Steel to Wood Steel to Wood

Shear

(100)

Shear

(100)

Wood

to Wood

Shear

(100)

Shear

(100)

Dimensions

USP

Stock No.

Shear

(100)

Shear

(100)

Shear

(100)

Wood

to Wood

(DF-L

to DF-L)

(S-P-F

to S-P-F)

Shear

(100)

S-P-F2,4

Serrations

Beveled reamer on2 1/2˝ or longer Wood Screws Cut threads Self-drilling point

L

SH T


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6

Fasteners

Ref. No. Descr iption Finish4

Length 3 7 10 12 14 16 18 20 22

NA11 N8HDG 8d x 1-1/2 HDG 0.131 1-1/2 48 152 -- -- -- -- -- -- -- -- -- -- 96 95 94 94

NA11SS SSN8 8d x 1-1/2 SS 0.131 1-1/2 48 143 -- -- -- -- -- -- -- -- -- -- 96 95 94 94

NA9D N10HDG 10d x 1-1/2 HDG 0.148 1-1/2 54 100 -- -- -- -- 128 120 114 113 112 112 113 NA16D N16 16d x 2-1/2 HDG 0.162 2-1/2 99 66 193 181 161 149 141 138 137 136 -- --

8d Common -- -- 8d Common Bright 0.131 2-1/2 80 126 -- -- -- -- -- -- -- -- 99 96 95 94 94

10d Common -- -- 10d Common Bright 0.148 3 108 70 -- -- 158 139 127 119 116 114 114 113

16d Sinker -- -- 16d Sinker Bright 0.148 3-1/4 117 60 161 158 139 127 119 116 114 114 -- --

16d Common -- -- 16d Common Bright 0.162 3-1/2 138 48 193 181 161 149 141 138 137 136 -- --

20d Common -- -- 20d Common Bright 0.192 4 187 29 232 207 187 175 168 -- -- -- -- -- -- -- --

1) Loads are calculated according to specifications of Part II of the National Design Specifications for Wood Construction (NDS®), 2001 Edition. 2) Loads apply to Douglas Fir-Larch (G=0.50) and Southern Pine (G=0.55). For Spruce-Pine-Fir (G=0.42) multiply above values by 0.86, for other wood types refer to NDS® or consult USP. 3) Value assumes full penetration of at least 10 nail diameters. 4) HDG = Hot-Dip Galvanized; SS = Stainless Steel; Bright = No Finish. 5) For steel with Fu=45,000 psi. 6) Fastener values may be increased for duration of load.

Allowable Shear per Nail (Lbs.)1,2,3,5

Steel GaugeNails

Per Lb.

USP

Stock No.

Nail

Diameter

Withdrawal

Load

Nail Specification table

Nails – NA seriesProper fasteners are a critical component in a sound wood frame

structure. To ensure successful installations of its connectors,USP offers a full range of structurally-rated nails. All galvanized

nails are finished using the Hot-dip method to assure totalanti-corrosion coverage. Stainless steel nails are available on a

stock basis in size of 8d x 11 / 2˝ (see product chart).

Finish: See chart

Installation:

• Allowable shear values assume nail embedment into the wood

of the entire nail or 10 nail diameters (whichever is less).Otherwise, the nail must be embedded at least 6 nail

diameters, with the load reduced using the following equation:

Reduced Load = Published Load x Actual Penetration

Nail Diameter x 10

• Load reductions may occur if nails are used other than those

specified. See the chart Optional Nails for Face Mount Hangersand Straight Straps on page 7 for load reduction factors

regarding nail substitutions.

6d 11-1/2 ga. .113 1.13 0.68

8d 10-1/4 ga. .131 1.31 0.79

10d/16d Sinker 9 ga. .148 1.48 0.89

12d 9 ga. .148 1.48 0.89

16d 8 ga. .162 1.62 0.97

20d 6 ga. .192 1.92 1.15

1) Less than the specified nail penetration shall be multiplied by the applicable adjustment factor. 2) For penetration less than this distance, the nail has no value.

MinimumPenetration for

Reduced Load2

(inches)

MinimumPenetration

for Full Load(inches)

NailPenny

WireGauge

ShankDiameter (inches)

Minimum Fastener penetration

NA16D NA9D


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USP964-051

Fasteners

Additional Anchor DesignsAnchor types shown are made by others and used with USPholdowns. The design engineer may specify an alternate anchorage

system, provided the anchor diameter is the same. See the Strength Design of Anchorage in Concrete by R.A. Cook, published by the

Portland Cement Association and the 1997 Uniform Building Code.

Anchor Type A L- bolt:

Bend without cracking theoutside of the bend portion.Place #4 rebar 3˝ to 5˝ fromthe top center of the foundation.

Anchor Type B Hex-head bolt:Design loads for Anchor Type B arecalculated using a full shear cone.Multiple reductions must be taken for corner and edge distance conditions.

lE

lE

4d

8

dE

dE

2 lE Min.

Optional Nails for Face Mount Hangers and Straight Straps load table

Nails – NA series continued

Optional Nails Example:

JL210 – listed load is 1595 lbs.@ 100% for 10d common nails.

If substituting:8d common nails with DF-L, orLVL:

1595 lbs. x .83 = 1325 lbs.

8d common nails with SP:

1595 lbs. x .90 = 1435 lbs.

8d common nails with S-P-F:

1595 lbs. x .72 = 1150 lbs.

No further reductionsare required.

dE 133%

A 1 36 2-3/4 5 2500 9135

A 1-1/4 36 2-3/4 5 2500 9135

B 1, 1-1/4 8 8 8 3000 13635

1) Anchor embedment length is based on a single-pour concrete foundation. Double pour foundations systems, masonry walls and masonry footings must be evaluated by the designer. 2) Anchor bolt B must be ASTM A 307; anchor bolt A must be A36 steel or better. 3) Spacing between anchors is 2lE minimum for anchors in tension at the same time. 4) "A" bolt minimum end distance is for corner with 12˝ return only. Otherwise, the minimum end distance is lE for the full table load. 5) Load values are for concrete without cracking. 6) Loads are per the 1997 Uniform Building Code.

Anchor

Type2Min

lE1,3

MinConcreteStrength

(psi)

MinEnd

Distance

AllowableTension

Loads (Lbs)4,5,6

Dimensions

BoltDia.

DF-L SP S-P-F LVL

16d common 8d common 0.70 0.75 0.60 0.70

16d common 10d Box 0.67 0.72 0.58 0.67

16d common 10d common 0.83 0.91 0.72 0.83

16d common 12d common 0.83 0.91 0.72 0.83

16d common 10d x 1-1/2 0.81 0.88 0.70 0.81

16d common 10d Sinker 0.59 0.64 0.51 0.59

16d common 16d Box 0.74 0.80 0.64 0.74

16d common 16d Sinker 0.83 0.91 0.72 0.83

16d common 16d x 2-1/2 1.00 1.00 0.86 1.00

16d common No. 8 x 1-1/2 Wood Screw 0.60 0.66 0.52 0.60

10d common 8d Box 0.63 0.68 0.54 0.63

10d common 10d Sinker 0.70 0.77 0.61 0.70

10d common 8d common 0.83 0.90 0.72 0.83

10d common 10d Box 0.80 0.87 0.70 0.80

10d common 8d x 1-1/4 0.64 0.69 0.55 0.64


10d common 10d x 1-1/2 0.97 1.00 0.84 0.97

10d common 16d Sinker 1.00 1.00 0.86 1.00


12d common 10d x 1-1/2 0.97 1.00 0.84 0.97

12d common 16d Sinker 1.00 1.00 0.86 1.00


8d common 8d Box 0.75 0.81 0.65 0.75

8d common 8d x 1-1/4 0.76 0.83 0.66 0.76


8d x 1-1/2 8d x 1-1/4 0.76 0.83 0.66 0.76

8d x 1-1/2 No. 8 x 1-1/2 Wood Screw 0.86 0.95 0.75 0.86

10d x 1-1/2 8d x 1-1/2 0.86 0.93 0.74 0.86

10d x 1-1/2 No. 8 x 1-1/2 Wood Screw 0.74 0.81 0.64 0.74

1) No. 8 x 1-1/2 Wood Screw has a shank diameter of 0.164˝ and shall conform to ANSI/ASME Standard B18.6.1-1981.

Allowable Load

Adjustment Factor Catalog

Nail

Replacement

Fastener 1

How to Use:The base value is the catalog listed nail in Douglas Fir-Larch and theadjustment factor is the multiplier for the applicable replacement nail andwood combination

• Adjustment factors may vary with some custom hangers or steethicker than 10 guage.

• Roofing nails shall not be substituted for any nail size or type.

ow o se:


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Anchor Bolt Holders with Spacers (Bolt Rite™) – ABHS seriesReusable product made of composite plastic that nails to both form boards of a stemwall while accurately centering the

anchor bolt in the sill plate. The ABHS is embossed with markings to center the anchor bolt in both 2 x 4 and 2 x 6 sillplates. In addition, it is embossed with markings to accurately space form boards for both 6˝ and 8˝ stemwalls. Use

USP’s ABSL Anchor Bolt Sleeves for proper anchor bolt embedment depth with 3x sill plates and USP’s STB Anchor Bolts . The anchor bolt cap protects the anchor bolt threads during concrete placement.

Materials: Composite PlasticFinish: See chart

Patents: Pending

Installation

Anchor Bolt Installation• Place ABHS over anchor bolt andscrew on cap.

• Nail ABHS to form board using embossingfor sill plate width

• For USP’s STB Anchor Bolts , use opening

in top cap to properly align anchor bolt.ABHS Series Installation:• Nail short side of ABHS to form board aligningthe sill plate tracking with the inside face or the form

board.• Nail the longer side of the ABHS to the form

board aligning the stemwall width and sill plateembossing with the inside face of the form

board.

8



Bolt Rite™ Products

Typical ABHS12 installation

Ref. No. Color

ABHS12 -- -- 1/2 (4) 8d orange

ABHS58 -- -- 5/8 (4) 8d blue

ABHS78 -- -- 7/8 (4) 8d green

USP

Stock No.1BoltDia.

1) Anchor bolt caps are included with product.

Fastener Schedule

ABHS12

ABHS58

ABSL585 for 3x sill plate

Ref. No. Color

ABH12 -- -- 1/2 (2) 8d orange

ABH58 -- -- 5/8 (2) 8d blue

ABH78 -- -- 7/8 (2) 8d green

USP

Stock No.1BoltDia.

Fastener Schedule

1) Anchor bolt caps are included with product.Typical ABH58

installation

Typical ABH12 installation

Anchor Bolt Holders (Bolt Rite™) – ABH series

Reusable product made of composite plastic that nails to form board andaccurately centers the anchor bolt in the sill plate. The ABH is embossedwith markings for both 2 x 4 and 2 x 6 sill plates. Product may be used with

standard anchor bolts, J-bolts, and USP’s STB Anchor Bolts . Use USP’sABSL Anchor Bolt Sleeves for proper anchor bolt embedment depth with

3x sill plates and USP’s STB Anchor Bolts . The anchor bolt cap protectsthe anchor bolt threads during concrete placement.

Materials: Composite Plastic

Finish: See chart

Patents: Pending

Installation:

• Nail ABH to form board using embossing for sill plate width.

• Insert the anchor bolt into the ABH and screw on cap.• For USP’s STB Anchor Bolts , use opening in top of cap to

properly align anchor bolt.

ABH12

ABSL585 for USPSTB Anchor Bolt


9/32

Anchor Bolt Stabber (Bolt Rite™) – ABS12

For accurate placement of 1 / 2˝ anchor bolts in wet concrete. Theoutstanding legs are different lengths, with the shorter leg centering theanchor bolt in a 2 x 4 sill plate and the longer leg centering the anchor bolt

in a 2 x 6 sill plate.


Patents: Pending

Installation:

• Slide ABS over anchor bolt and screw on cap.

• Place bolt in wet concrete using guides for proper edge distance.



USP964-051

Bolt Rite™ Products

ABS12

Typical ABS12 installation

Form Board Spacer (Bolt Rite™) – FBSReusable product made of composite plastic thataccurately holds form boards for 6˝ and 8˝ stemwalls.Embossed markings ensure accurate placement.


Patents: Pending

Installation:• Nail FBS to form board aligning singleline with inside face of form board.

• Nail other end of FBS to form boardat desired stemwall thickness.

Ref. No. L Color

ABC12 -- -- 1/2 -- -- orange -- --

ABC58 -- -- 5/8 -- -- blue -- --

ABC78 -- -- 7/8 -- -- green -- -- ABSL583 -- -- 5/8 1 blue 3x sill plate

ABSL585 -- -- 5/8 2-1/4 blue STB Anchor Bolt

ABSL5867 -- -- 5/8 3-3/4 blue STBL Anchor Bolt

ABSL783 -- -- 7/8 1 green 3x sill plate

ABSL785 -- -- 7/8 2-1/4 green STB Anchor Bolt

ABSL7867 -- -- 7/8 3-3/4 green STBL Anchor Bolt

USPStock No.

BoltDia.

SleeveApplication

ABC12

Typical FBS installation

FBS

Anchor Bolt Caps & Sleeves (Bolt Rite™) – ABC & ABSL series

ABC –Designed to be used with the ABS, ABH, and ABHS and protect the threads

of the anchor bolt during concrete placement. The 5 / 8˝ and 7 / 8˝ caps have open topsto see the identification stamp and alignment indicator of the USP’s STB Anchor Bolt .

ABSL – Anchor Bolt Sleeves used to raise the embedment of the anchor bolt.Used with 3x sill plates and USP’s STB Anchor Bolts .

ABSL585

2 1/4˝Materials: Composite Plastic

Finish: See chart

Patents: Pending

Ref. No. Color

ABS12 -- -- 1/2 orange

USP

Stock No.1BoltDia.

1) Anchor bolt caps are included with product.

Ref. No. Color

FBS -- -- (4) 8d orange

USPStock No.

Fastener Schedule


10/32



10

Anchor Bolts

Typical double pour installation

Typical STB/STBL concrete block installation

E

4˝ Min.

Slab

Footing

Embedmentline

STB & STBL series

Embossed ends provide guides for embedment angle and depth. An

embedment line is embossed on the shaft for easy installation. Featuresrolled threads for high tensile strength.

STB – For concrete, monolithic, and double pour installations.

STBL – Designed for use with 3x Sill Plates. Excellent choice foruse with taller holdown washers like those in the PHD series.

Materials: ASTM A 36 steel, also conforms to

ASTM A 307 requirements for bolts

Finish: None

Options: STB and STBL models are available in Hot-dip

galvanized. To order, add HDG to stock number, as in

STB16-HDG.

Codes: ICBO 5321, L.A. City RR 25325

Installation:

• Select appropriate STB or STBL Anchor Bolt.

• Use concrete with minimum compressive strength of 2,500 psi at28 days.

• Minimum center-to-center spacing between bolts is 2(E) for anchorsacting simultaneously in tension.

• Match embedment depth with line on the STB or the STBL shaft.• The STB or STBL does not need to be tied to the rebar.

• Nuts and washers are not included.• Use Bolt-Rite™ products to hold anchor bolt in place duringinstallation.

Monolithic or Double Pour Foundations – Prior to pour, install theSTB or STBL in an upright position and at a 45° angle to the wall. Install

one horizontal #4 rebar at a depth of 4˝ (minimum).

(See illustrations.)

Concrete Block Applications – Prior to cell pour, install the STB or

STBL in an upright position and at a 45° angle to the wall. (Seeillustrations.) Use the embossed angle guide on the end of the STB orSTBL shaft as a guide. Install one horizontal #4 rebar at a depth of 4˝

and one vertical #4 rebar maximum 48˝ o.c. spacing. Fill all cells withconcrete having a minimum 2,000 psi compressive strength.

Typical STB/STBL mono pour installation

1 3 ⁄ 4˝ Min.edge distance

5˝ Min.end distance

E

6˝ Min. for 5 ⁄ 8˝ STB/STBL

8˝ Min. for 7 ⁄ 8˝ STB/STBL

STB/STBL

L

E

Embedmentline

H

Identificationstamp & alignment indicator


11/32



USP964-051

Anchor Bolts

Plan view of STB/STBL placement in concrete stemwall

Ref. No.

PHD2 PHD2-SDS3

TDX2 HD2A

LTS20B LTT20B HTT16 HTT16

PHD5 PHD5-SDS3

TDX5 * HD5A

MTS27B MTT28B

PHD6 PHD6-SDS3

PHD8 PHD8-SDS3

UPHD8 HDQ8-SDS3

TDX6 HD6A

TDX8 HD8A

TDX10 HD10A

HTT30 -- --

HTT50 -- --

* Recommend installation of washer under nut of anchor bolt. 1) STBL model are recommended for use with PHD and UPHD8 holdowns on (2) 2x and 3x sill plates.

HTT22 HTT22 -- --STB24

STBL24

USPStock No.

2x, 3x, (2) 2x Sill Plates1

STB28STBL28

STB34STBL34

STB16

STBL16

STB20STBL20

MonoPour

DoublePour

STB20

STBL20

STB24STBL24

5˝ from end 24˝ from end 5˝ from end 11˝ or > from end

Ref. No. L H Wind / Seismic Wind / Seismic Wind / Seismic Wind / Seismic

STB16 SSTB16 5/8 17-13/16 5 12-13/16 5215 5215 1850 4315

STB20 SSTB20 5/8 21-13/16 5 16-13/16 5215 5215 1850 4315

STB24 SSTB24 5/8 25-13/16 5 20-13/16 5215 5215 1850 4315

STB28 SSTB28 7/8 31 5 26 9335 10425 -- -- -- --

STB34 SSTB34 7/8 36 6 30 9335 10425 -- -- -- --

STB36 SSTB36 7/8 38 8 30 9335 10425 -- -- -- --

STBL16 SSTBL16 5/8 19-9/16 6-3/4 12-13/16 5215 5215 1850 4315

STBL20 SSTBL20 5/8 23-9/16 6-3/4 16-13/16 5215 5215 1850 4315

STBL24 SSTBL24 5/8 27-9/16 6-3/4 20-13/16 5215 5215 1850 4315

STBL28 SSTBL28 7/8 32-3/4 6-3/4 26 9335 10425 -- -- -- --

STBL34 -- -- 7/8 36-3/4 6-3/4 30 9335 10425 -- -- -- --

1) Design loads are based on the average ultimate, from a series of five tests, with a safety factor of three. 2) Loads may not be increased for short term loading. Loads apply to wind and seismic loading per 1997 U.B.C. 3) Minimum center to center spacing between bolts is 2(E) for anchors acting in tension. 4) Minimum edge distance is 1-3/4˝. 5) Concrete stemwall shall be a minimum of 6˝ thick for 5/8˝ anchor bolts and 8˝ for 7/8˝ anchor bolts. 6) End distance shall be no less than 5˝. 7) Connection is limited by lowest of bolt or holdown capacity. 8) Concrete block shall be minimum 10˝ block.

USPStock No.

BoltDia.

Min.Embed.

(E)

Minimum End Distance6 Minimum End Distance6

Dimensions Allowable Tension Load1,2,3

Concrete5 Concrete Block8

STB & STBL series continued

1 3 ⁄ 4˝ Min.

2 x E +

1 2 ˝ M i n .

M i n . r e b

a r l e n g t h

5˝ Min.

Plan view of Continuous stem wal

installation

Plan view of Corner installation

12˝ Min.

3 0 ˝ M

i n . r e b a r l e n g t h

Place diagonal in

corner installatio

5˝ Min.

STB20

1 3 ⁄ 4˝ Min.

2 x E + 1 2 ˝ M i n .

Place at 45ºdiagonallyfrom wall

M i n . r e b a r l e n g t h

Plan view of End wall

installation

Anchor Bolt Selection table

45° 135°/90°/45° 135°

0° Outside edgeof concrete

Typical PHD5 installation


12/32

12



Foundation Anchors

FA3 & ST series

FA3 – For installation into concrete slabs. The FA3 featuresa split flange for nailing to both mudsill and stud for greater

framing versatility.

ST1-TZ – For installation into concrete slab or poured

stemwalls. Both models feature a pre-bent base flange toassure proper anchoring into concrete. For concrete andmasonry installations, refer to ST Foundation Anchors

Technical Bulletin.

ST2-TZ – For installation into concrete slab, pouredstemwalls, or concrete block. Both models feature a pre-bentbase flange to assure proper anchoring into concrete.

Materials: See chart

Finish: G90 galvanizing

Options: FA3 is available in Triple Zinc. Toorder, add TZ to end of stock number, as in FA3-TZ.

Codes: SBCCI, BOCA – NER 530, FL822,L.A. City RR 25337, DSA PA-076

Installation:• Use all specified fasteners.

• Use a minimum of two anchors per mudsill. An anchor shouldalways be within 12˝ of the end of each mudsill section. Follow

spacing guidelines in chart.• Do not rely on these anchors to secure concrete sectionstogether between cold joints

• For FA3, insert into wet concrete (minimum strength of 2,000 psi).Place mudsill after concrete cures. Secure flanges to sill (and stud,

if applicable), bending flanges as needed to achieve a tight fit.

Fasten as directed in chart.• For ST1-TZ and ST2-TZ spread sill flanges to mudsill width priorto insertion into wet concrete (minimum strength of 2,000 psi).Alternate installation is possible by inserting unbent flanges through3 / 4˝ center hole predrilled in mudsill. Foundation anchors may alsobe attached to mudsill and then inserted into wet concrete. When

installing ST2-TZ into concrete block, fill cells with grout with aminimum strength of 2,000 psi. Concrete block edges may need to

be beveled to facilitate installation.• For additional installation details and information mudsill anchorsrefer to ST Foundation Anchors Technical Bulletin.

• ST2-TZ shall be installed in the core of the block andgrouted with concrete grout designed for that purpose. In no case,

shall they be installed in a mortar joint.

Typical ST2-TZ

installation in concrete block

Typical ST1-TZ

installation in concrete

Alternate ST2-TZ

installation with 3/4˝ center hole

in mudsill

ST1-TZ

Uplift

F1

F2

Alternate

ST1-TZ installation with 3/4˝center hole

ST2-TZ

Spread sill flanges to sillwidth prior to insertion

into wet concrete

10˝ 18˝

DO NOT install ST1-TZ

and ST2-TZ without pre-bending

sill flanges in “Y” configuration


13/32



USP964-051

Foundation Anchors

Ref. No. 133% 160% 133% 160% 133% 160% 133% 160%

2 x 4 - 6 ST1-TZ MAB15Z 18 (4) 8d x 1-1/2 (4) 8d x 1-1/2 8-1/2˝ *5-1/2 565 565 670 745 670 745 825 825

2 x 4 - 6 ST2-TZ MAB23Z 18 (4) 8d x 1-1/2 (4) 8d x 1-1/2 16-1/2˝ *5-1/2 565 565 670 745 670 745 825 825

2 x 4 - 6 - 8 FA3 MAS 16 (4) 10d x 1-1/2 (2) 10d x 1-1/2 4˝ 5-1/2 840 840 705 705 735 750 1155 1155

1) Allowable loads have been increased 33-1/3% or 60% for wind or seismic loads; no further increase shall be permitted. 2) 10d x 1-1/2 nails are 9 gauge (0.148˝ diameter) by 1-1/2̋ long. 8d x 1-1/2 nails are 11 gauge (0.131˝ diameter) by 1-1/2˝ long. 3) Anchor spacing and design loads assume treated Douglas Fir-Larch with Fc perpendicular @ 625 psi; replaces code prescribed 1/2˝ anchor bolt with standard washer, spaced 6 ft. on center. 4) If installed in the alternate configuration, the ST1-TZ shall be embedded 11˝ and ST2-TZ 19˝. *When a 2 x 8 mudsill is used for ST1-TZ or ST2-TZ, maximum spacing is 3 feet unless alternate installation is used.

DF-L / SP

Allowable Loads (Lbs.)1

F1 F2 F3 UpliftMin.

Embed.4

(E)

Max.

Spacing3

(Feet)

Plate

Size

Fastener Schedule2

Mudsill

To p

Mudsill

Side

USP

Stock No.

Steel

Gauge

Typical FA3 installation to mudsill and stud

Typical FA3 installation in concrete

Uplift

F2

F3

F11 7 /16˝

53/4˝

1˝FA3

FA3 & ST series continued

Embossed lines

provide guide for matching to edge

of form board

Alternate FA3 installation

FA3 Form board installation

45/8˝


14/32



14

Concrete Form Ties & Wedge

Typical FT/WG installation

FT Spacing Guide chart

1x 2x 1x 2x 1x 2x 1x 2x

12˝ or Less 2' 6˝ 4' 0˝ -- -- -- -- -- -- -- -- -- -- -- --

12˝ - 24˝ 1' 6˝ 3' 0˝ 2' 6˝ 4' 0˝ -- -- -- -- -- -- -- --

24˝ - 36˝ 1' 0˝ 2' 0˝ 1' 6˝ 3' 0˝ 2' 6˝ 4' 0˝ -- -- -- --

36˝ - 48˝ 0' 9˝ 1' 6˝ 1' 0˝ 2' 0˝ 1' 6˝ 3' 0˝ 2' 6˝ 4' 0˝

1) Factor of safety against tensile failure of tie is 1.5 or more.

Level 1 Level 2 Level 3 Level 4Concrete

Lift Height

Ref. No. W L Wedge

FT6 WT6 18 5/8 10-5/8 (2) WG 6

FT8 WT8 18 5/8 12-5/8 (2) WG 8

FT10 WT10 18 5/8 14-5/8 (2) WG 10

FT12 WT12 18 5/8 16-5/8 (2) WG 12

FT14 -- -- 18 5/8 19 (2) WG 14

FT16 -- -- 18 5/8 21 (2) WG 16

WG W1 14 11/16 3-5/8 -- -- -- --

1) May be used with either 3/4˝ or 1-1/2˝ forming materials. 2) Breaking strength is approximately 775 pounds. Space as necessary to prevent form blow-out.

USPStock No.

SteelGauge

Footing Widthor Wall Thickness

Dimensions

FT series & WG

FT – Connect 1x and 2x nominal form lumber in low

foundation walls up to 4 feet high.

WG – V-shaped wedge assures rigidity and consistentform spacing.

Materials: FT – 18 gauge,WG – 14 gauge


Installation:• Use the Spacing Guide chart to determine spacing between

FT units. Each level in chart assumes 12˝ form boards. Wallthickness from 6˝ to 12˝.

• Install with “V” facing up.• Use (2) WG wedges for each tie. Insert wedge into insideslots for 1x nominal forms and outside slots for 2x nominal

forms.• No walers or stiff-backs are used.

• Vertical ties to keep forms from separating are not included.• Form deflection may be substantial. Check deflection, if it is

critical, and move ties to compensate.• Forming lumber is assumed to have fb of 1,000 psi.

• Not recommended for pours greater than 4 feetin height.

WG Wedge (must order separately)

Typical FT/WG installation

L

3 5 ⁄ 8˝

W

11 ⁄ 16˝

3 ⁄ 16˝


15/32



USP964-051

Foundation Straps

TA series

Foundation Straps offer an economical, one-piece method of achievinga continuous load path from a 2x8, 2x10, 2x12, or 2x14 rim joistthrough concrete block to foundation. Effective for resistance against

high wind or seismic forces. All models require a 6˝ embedment intoconcrete footings.

Materials: 12 gauge

Finish: G90 galvanizingOptions: TA51 & TA71 are available in Triple Zinc.

To order, add TZ to stock number,

as in TA51-TZ.

Codes: SBCCI, BOCA – NER 505, FL816, DSA PA-076

Installation:

• Use all specified fasteners.

• Allowable loads are based on either nail fastening or bolt fastening;nail and bolt values cannot be combined.

• Install by inserting product into footing’s wet concrete. All models

require a 6˝ embedment into concrete foundations. Courses ofconcrete block must be laid over connector. Notch mudsill atconnector locations. Wrap strapover rim joist and fasten.• Do not rely on these straps to secure concrete sections together

between cold joints; take other measures to transfer the load. If thereis a cold joint between block foundation, the minimum embedment

must be made into the foundation.• Fastening opportunities may be reduced because concrete block

may cover some nail or bolt holes. Using fewer fasteners will reduceallowable loads. Reduce allowable load by code prescribed allowable

load per fastener for each fastener, not installed.• Allowable loads based on a minimum concrete compressive strengthof 2,000 psi at 28 days

.

W L L1 133% 160% 133% 160% 133% 160% 133% 160%

TA41 -- -- 38-1/4 17-5/8

TA51 PA51 48-1/4

TA61 -- -- 58-1/4

TA71 PA68 68-1/4

TA41 -- -- 38-1/4 17-5/8

TA51 PA51 48-1/4

TA61 -- -- 58-1/4

TA71 PA68 68-1/4

1) Bolt values are for 1-1/2˝ thick rim joist loaded perpendicular to grain. 2) 10d x 1-1/2 nails are 9 gauge (0.148" diameter) by 1-1/2˝ long. 3) Uplift loads have been increased 33-1/3% or 60% for wind and seismic loads; no further increase shall be permitted.

DF-L / SP

22-1/8

22-1/8

1300705 850585

2220(8) 10d x 1-1/2 (14) 10d x 1-1/2(10) 10d x 1-1/2 (16) 10d x 1-1/2

(4) 1/2 (6) 1/2

1890 2205 22201575 22202-1/16

2-1/16 (2) 1/2 (3) 1/2

NAIL Uplift Values & Schedules for Rim Joist Sizes Below

1425 1710

1325 1590

Allowable Loads (Lbs.)

Fastener

Schedule1,2

BOLT Uplift Values & Schedules for Rim Joist Sizes Below

Dimensions

2 x 142 x 8 2 x 10 2 x 12

Fastener

Schedule1,2Uplift3Fastener

Schedule1,2Fastener

Schedule1,2USP

Stock No.Ref.No.

Uplift3Uplift3 Uplift3

1020 1085

Typical TA installation

TA

W

L

2 1 ⁄ 4˝L1

Bolts must be ordered separately.

6˝ Min.


16/32



W

D

H 1

H2

16

Foundation Straps

Embedmentline

HPAHD series, MPAHD, & PAHD42Designed to anchor wood framing to poured concrete foundations.

Materials: See chart

Finish: G90 galvanizingCodes: SBCCI, BOCA – NER 505, FL816, DSA PA-076


• Bending the strap horizontally 90° to facilitate wall placement may cause concretebehind the embedded strap to break away at the top edge (spalling). If the spall is 1˝ or less from the top edge of the concrete, no load reduction is necessary. If the spall is

between 1˝ and 4˝, the allowable load is 0.90 of the published chart load.• When installing on lumber less than 31 ⁄ 2˝ wide, wood splitting may occur. To reduce

splitting, use 10d x 11 ⁄ 2˝ nails or fill every other hole with 16d common nails. Reduceallowable loads in accordance with code requirements.

• Straps are to be installed at the edge of concrete. Install prior to pour by nailing toform. Drive temporary nails through lowest two nail holes into form. Concrete levelshould reach embedment line; minimum embedment depths are listed in chart.

• Do not rely on these straps to secure concrete sections together between cold joints;

take other measures to transfer the load. If there is a cold joint between slab andfoundation, the minimum embedment must be made into the foundation. Fasteningopportunities may be reduced because the slab pour level may be higher than some

nail holes. Using fewer fasteners will reduce allowable loads. Reduce allowable loadby code capacity for each fastener not installed.• Allowable loads based on a minimum concrete compressive strength of 2,500 psi at

28 days, with one #4 horizontal rebar in the shear cone. Rebar should be a minimumlength of 2x embedment depth plus 12˝ (see chart for exceptions in corner

installations).• Where fewer fasteners are used in the structural wood member, reduce loads

according to the code.• There may be an increase in the amount of deflection if the strap is installed on theoutside of the sheathing, versus directly to the framing members.

• Strap may be bent one complete cycle to aid installation.

PAHD42 HPAHD22-2P HPAHD22

MPAHD similar

H2H2

W

D

H1

Embedmentline

W

D

H1

Embedmentline

Typical HPAHD22 single pour edge

installation

Typical HPAHD22 single pour corner and

endwall installation

Typical HPAHD22 single pour rim joist

installation

2x embedmentlength + 12˝ Min.

rebar length

Install (1)#4 rebar inshear cone


12˝ Min.rebar length

1 ⁄ 2˝ Min.from corner


Figure 2


(1) #4 rebar in shear

cone

Nailedportion

131 ⁄ 2˝

Figure 3

Figure 1


17/32



USP964-051

Foundation Straps

HPAHD22 form installation

Ref. No. W H1 H2 D 133% 160%

6

8

6

8

6

8

6

8

6

8

6

8

6

8

6

8

6

8

(12) 16d3 2670 3205

(24) 16d 4095 4095

(12) 16d3 2670 3205

(24) 16d 4095 4095

6

8

6

8

6

8

6

8

1) Allowable loads have been increased 33-1/3% or 60% for wind or seismic loads; no further increase shall be permitted. 2) Nails require a minimum embedment length of 1-5/8̋ for 16d nails. 16d sinkers (0.148̋ diameter by 3-1/4˝ long) or 10d common nails may be substituted for the specified 16d common nails provided the listed alowable loads are reduced 15%. 3) Rim joist application; see Figure 3 for corner condition. 4) Minimum quantity of fasteners to be installed. Product may have additional nail holes not needed to meet published allowable load of product.

USP

Stock No.

Steel

Gauge

Single Pour - 8˝ min from corner

UpliftInstallation

Type

Fastener

Schedule2

Min

Qty4

Figure 14-5/8

5-3/4 Figure 1

Figure 5

4-5/8

6-1/4

Dimensions

6-3/816-5/8

Double Pour Edge Installation - 8˝ min from corner

24-3/4 9-1/2 MPAHD

HPAHD22

8

Figure 2 & 3

6-1/4 Figure 4

Figure 44-1/8

4-1/8

6

10 2-1/16 26-1/4 14

1010 2-1/16 24-3/4

24-3/4 9-1/2 4-5/8

Double Pour Edge Installation - 1/2˝ min from corner

Figure 4

Figure 4

MPAHD MPAHD 12 2-1/16

MPAHD MPAHD 12 2-1/16

24-3/4 10

(22) 16d 212024-3/4 9-1/2 4-5/8 Figure 2 & 3

Figure 5

4-1/8

12 2-1/16

HPAHD22-2P 10 2-1/16

5-3/4 Figure 5

MPAHD 12 2-1/16 24-3/4 9-1/2

16-5/8 6-3/8

102-1/16 24-3/4

PAHD42 PAHD42 12 2-1/16

HPAHD22

16-5/8 6-3/8

16-5/8 6-3/8 5-3/4

HPAHD22

PAHD42 PAHD42 12 2-1/16

HPAHD22 10

HPAHD22-2P HPAHD22-2P

10 2-1/16

10 2-1/16

PAHD42 PAHD42 12 2-1/16

Allowable Loads (Lbs.)1

HPAHD22 HPAHD22

4-1/8 Figure 1

Figure 5 MPAHD

HPAHD22

24-3/4 10

DF-L /SP

MPAHD

HPAHD22

Stemwall

Width

12 2-1/16

(23) 16d

(15) 16d

(15) 16d

EDGE INSTALLATION - 2500 psi Concrete

2775

2775 2775

4540 4540

2775

2750 2775

2775 2775

4445 4540

4540

2220 2220

4540

2120

Single Pour Installation - 1/2˝ min from corner

26-1/4 14

CORNER INSTALLATION - 2500 psi Concrete

HPAHD22-2P

PAHD42 PAHD42 5-3/4 Figure 2 & 3

2220 2220

2120 2120

4095 4095

4095 4095

(14) 16d

(15) 16d

(20) 16d

(18) 16d

(24) 16d

(14) 16d

(18) 16d

(20) 16d

(24) 16d

Typical HPAHD22-2P double pour edge

installation

Typical HPAHD22-2P double pour corner

installation

HPAHD series, MPAHD, & PAHD42 continued


4˝ slab

Install (1)#4 rebar in shear

cone

4˝ slab

Stemwall

width

Install (1)#4 rebar in shear

cone

Figure 4

Figure 5


18/32



LSTAD & STAD seriesCoined dimples below the embedment line allow for increased concrete bonding.

These holdowns retain high uplift capacity even when installed at corners offoundation stemwalls.

LSTAD – 14 gauge one-piece design allows labor effective

installation without anchor bolts or mudsill drilling.

STAD – 12 gauge design features higher uplift capacitythan USP’s HPAHD .

RJ after the model indicates LSTAD or STAD for rim joist applications as in

STAD8RJ. Rim joist models provide for a 17˝ clear span without the loss of

strap nailing.

Materials: LSTAD – 14 gauge,STAD – 12 gauge


Codes: SBCCI, BOCA – NER 608, FL821


• The bottom (2) nails are for form board attachment only and do not contributeto fastener schedule requirements.

• Embed holdown in concrete to the embedment line (bend line).• See illustrations for requirements on rebar, edge distances, and clear spans.

• Bending the strap horizontally 90° to facilitate wall placement may causeconcrete behind the embedded strap to break away at the top edge (spalling).If the spall is 1˝ or less from the top edge of the concrete, no load reduction is

necessary. If the spall is between 1˝ and 4˝ the allowable load is 0.90 of thepublished chart load.

• When installing on lumber less than 31 / 2˝ wide, wood splitting may occur. Toreduce splitting, use 10d x 11 / 2˝ nails or fill every other hole with 16d common

nails. Reduce allowable loads per code requirements accordingly.• These straps do not secure concrete sections together at cold joints; take othermeasures to transfer the load. If there is a cold joint between slab and

foundation, the minimum embedment must be made into the foundation.Fastening opportunities may be reduced because the slab pour level may be

higher than some nail holes. Using fewer fasteners will reduce allowable loads.Reduce allowable load by code capacity for each fastener not installed.

• To achieve full table loads the minimum center-to-center spacing is twice theembedment depth (IE) when resisting tension loads at the same time.

• Where fewer fasteners are used in the structural wood member, reduce loadsaccording to the code.• There may be an increase in the amount of deflection if the strap is installed on

the outside of the sheathing, versus directly to the framing members.• Strap may be bent one complete cycle to aid installation.

18

Foundation Straps

Typical STAD10 corner installation

12˝ min.rebar length

Install (1) #4rebar in

shear cone

Edge distance:1/2˝ Min. from corner

continued on next page


19/32



USP964-051

Foundation Straps

Ref. No. W L lE D CS 1/2˝ 1-1/2˝ lE 1/2˝ 1-1/2˝ lE 1/2˝ 1-1/2˝ lE

6 2225 2225 3220 2225 2225 3220 2225 2225 3220

8 2225 2225 3220 2225 2225 3220 2225 2225 3220

6 2225 2225 3220 2225 2225 3220 2225 2225 3220

8 2225 2225 3220 2225 2225 3220 2225 2225 3220

6 3270 3270 3270 3270 3270 3270 3270 3270 3270

8 3270 3270 3270 3270 3270 3270 3270 3270 3270

6 3270 3270 3270 3270 3270 3270 3270 3270 3270

8 3270 3270 3270 3270 3270 3270 3270 3270 3270

6 3270 3270 3625 3270 3270 3625 3270 3270 3625

8 3270 3270 4305 3270 3270 4305 3270 3270 4305

6 3270 3270 3625 3270 3270 3625 3270 3270 3625

8 3270 3270 4305 3270 3270 4305 3270 3270 4305

6 4960 4960 4960 4960 4960 4960 4960 4960 4960

8 4960 4960 5850 4960 4960 5850 4960 4960 5850

6 4960 4960 4960 4960 4960 4960 4960 4960 4960

8 4960 4960 5850 4960 4960 5850 4960 4960 5850

1) Specified nails are 16d sinker nails. 10d common nails may be substituted with no load reduction.

4) RJ after the model indicates STADs for rim joist applications as in STAD8RJ. 5) Interpolate allowable loads for edge distances between those listed. Nail quantities may be reduced for less than lE corner distance design loads- use the code allowable loads for fasteners in shear. 6) STAD14RJ with 17˝ clear span, use (30) 16d sinker nails for a maximum (lE) load of 5040 lbs. 7) Where fewer fasteners are used in the structural wood member, reduce loads according to the code. 8) For two pour with 4" slab or less, install STAD14 and use STAD10 loads.

STAD14RJ6 STHD14RJ (38) 16d Sinker

STAD14 STHD14 12

12

STAD10RJ STHD10RJ (28) 16d Sinker

STAD10 STHD10

STAD8RJ STHD8RJ (24) 16d Sinker

STAD8 STHD8

(24) 16d Sinker

LSTAD8 LSTHD8

14 5

Dimensions

14 3 21-5/8 8 5(24) 16d Sinker

SteelGauge

4-5/8

18-1/8

12 3 21-5/8 8(24) 16d Sinker 5 4-5/8

3 35-1/8

5 1-5/8

12 3 35-1/8 8

(28) 16d Sinker

5 18-1/8

5 16-1/8

12 3

12 3 36 10

21-5/8 10

14

USP

Stock No.4Fastener

Schedule1,2

3 32-1/8 14(38) 16d Sinker

8 LSTAD8RJ LSTHD8RJ

Min. Stemwall

2) Wood thickness shall be no less than 2˝. 3) Uplift loads have been increased 33-1/3% or 60% for wind or seismic loads; no further increase shall be permitted.

5 4-5/8

5 12-1/83 39-5/8

2000 psi 2500 psi 3000 psi

Allowable Uplift Loads (133% & 160%)3

Edge Distance - Concrete

LSTAD & STAD series continued

Typical STAD10 edge installation

2x embedment length,+12˝ Min. rebar length

CS

Nailedportion

Typical STAD14RJ

corner rim joist installation


L

W W

l E

CS

DD

STADSTAD_RJ


Edge distance:1/2˝ Min. from corner

L

l E

CS


20/32



20

Purlin Anchors

HPA, PA , PAI, PAT series, & PATM25

HPA series – For installation into poured concrete walls or foundations. The HPA is the heavy-duty version of

the PA anchor.

PA, PAT, & PATM series – For installation into poured concrete or concrete block walls and foundations. ThePAT’s 90° “wrap” design allows for fastening to the side of the purlin which reduces member splitting. The PATM issized for concrete block wall installation.

PAI series – For wood I-Joist applications. An expanded 3˝ on-center nail spacing reduces splitting along I-Joistflanges.

Materials: HPA – 10 gauge,

PA, PAT, PATM, & PAI - 12 gaugeFinish: G90 galvanizing

Options: PA18, PA23, PA28, PA35, & PAT35 are available in Triple Zinc and HPA35 is available in Hot-dipgalvanized. To order, add TZ or HDG to end of stock number, as in PA18-TZ.

Codes: SBCCI, BOCA – NER 505, ICBO 2725, DSA PA-076, FL816


• Minimum concrete strength is 2,000 psi.• The allowable loads for bolts are based on parallel to grain loading with a 3˝ minimum member thickness, exceptthe HPA which requires a 31 ⁄ 2˝ thick wood member. Reduce load per code requirements when minimum member

thickness is not achieved.• Minimum concrete edge distance is 4˝ for PA series, 6˝ for HPA series, and 5˝ for PATM25.

• Minimum concrete block left-to-right edge distance is 20 .̋• No anchor bolts are needed for achieving efficient stress transfer from framing to concrete walls or foundations.

Typical PA purlin installation

Typical PA holdown installation

Bolts must be

ordered separately.


Typical PAI I-Joist purlin face installation

4˝ Min. concrete20˝ Min. concrete block

edge distance

Ledger

Diaphragm to wall anchorage using embedded straps may need tobe hooked around the concrete or masonry wall reinforcing steel.

UBC 1633.2.8, IBC 1620.3.6.


21/32



USP964-051

Purlin Anchors

9 3/8˝

2 1/16˝

287 /8˝

Ref. No. L Nails4,5,6 Bolts 133% 160% 133% 160% 133% 160% 133% 160%

Max Capacity

2x & 3x Ledger

4x Ledger

Max Capacity

2x & 3x Ledger

4x Ledger

Max Capacity

2x & 3x Ledger

4x Ledger

Max Capacity

2x & 3x Ledger

4x Ledger

Max Capacity

2x & 3x Ledger

Max Capacity2x & 3x Ledger

Max Capacity

2x & 3x Ledger

Max Capacity

2x & 3x Ledger

Max Capacity

2x & 3x Ledger

4x Ledger

Max Capacity

2x & 3x Ledger

4x Ledger

Max Capacity

2x & 3x Ledger

4x Ledger

Max Capacity 1900 2280

2x & 3x Ledger

4x Ledger 1745 2095Max Capacity 2850 3385 2850 3385

2x & 3x Ledger 2695 3235 2380 2855

4x Ledger 2380 2855 2220 2665

Max Capacity 3385

2x & 3x Ledger 3330

4x Ledger 3330 3015

Max Capacity

2x & 3x Ledger

4x Ledger

1) Allowable Loads have been increased 33-1/3% or 60% for wind or seismic loads; no further increase shall be permitted. 2) The allowable loads for bolts are based on parallel-to-grain loading with 3˝ minimum member thickness, except HPA which requires a 3-1/2˝ thick wood member. 3) Allowable loads are based on the use of either nails or bolts; nail and bolt values cannot be combined. 4) 16d sinkers or 10d common nails may be substituted for the specified 16d common nails at 0.85 of the table loads. 5) Minimum nail penetration is 1-5/8˝ for 16d nails. 6) 10d x 1-1/2 nails are 9 gauge (0.148˝ diameter) by 1-1/2̋ long. 7) For alternate nail schedule and load values consult USP.

8) Minimum quantity of fasteners to be installed. Product may have additional fastener holes not needed to meet published allowable load of product.

2295

2775

DF-L / SPMinimum

Embedment

Concrete

Maso

nry

Min Qty8

Fastener Schedule7 Allowable Loads (Lbs.)1,3

1255

2775 2295

2295

2775

3385 -- --3385

2750

2550 2775

45404540

2775 2775

-- --

-- -- -- --

-- -- -- --

2475 2975

-- --

-- --

-- -- -- --

1570 1885

2750 2775

2750

1505

1820 2180

2750

1255

2550 2775

-- -- -- --

4540 2475

2475 2975

2975

(26) 10d x 1-1/2 - - - -

1430

(18) 10d x 1-1/2 - - - -

(24) 10d x 1-1/2 - - - -

2280

-- --

3385

3385

1900(12) 10d x 1-1/2 - - - -

3385

3385

1430

4540

-- --

-- -- -- --

4540 2475 2975

3385

(15) 16d

(23) 16d (4) 1/2 4540

1885(8) 16d

(14) 16d

(15) 16d

(2) 1/2

(3) 1/2

(4) 1/2

2180

2775 2775

2750 2775 2295 2750

2295 2750

2750

(4) 1/2

2775 1820

2670 2775

(13) 16d (3) 1/2 1820 2180 1820 2180

1570 1505

2670 2775 2775 2775(15) 16d (4) 1/2 2775 2775

2180 2475 2775

27502775 2775 2295 2750

6

PAI35 PAI35 35-1/2 4 6

PAI28 PAI28 28-1/2 4

6

PAI23 PAI23 23-1/2 4 6

PAI18 PAI18 18-1/2 4

8

HPA35 HPA35 35 6 8

HPA28 HPA28 29 6

PATM25 PATM25 28-7/8 6

PAT35 PAT35 35 4

PAT28 PAT28 29 4

PAT23 PAT23 23-3/4 4

PA28

PA35 PA35

PAT18 PAT18

PA28

4 6

PA18 18-1/2 4 PA18

PA23 PA23 23-3/4

USPStock No.

MasonryConcrete

Nailer Size

Bolts2 Nails Bolts2

4 618-1/2

29 4 6

35 4 6

6

6

6

Nails

6 (12) 16d (2) 1/2 2355 2775

(15) 16d

6

1255 1505 2155

(3) 1/2 2775 2775 1820

(15) 16d (4) 1/2

2585 1255 1505

1820 2180

(23) 16d (4) 1/2 4540 4540

2 1/16˝

1 1/2

4 1/

PA / HPA

L

2 1/16˝

2˝

1 1/2˝

7 5/8˝

41

/2˝

PAT

L

L

PAI

HPA, PA, PAI, PAT series, & PATM25 continued

PATM25


22/32

Fastener Schedule2

Ref. No. W H Min Qty.3 133% 160% 133% 160% 133% 160% 133% 160%

(11) 10d x 1-1/2

(10) 10d x 1-1/2

LPTA-S -- -- 18 5 8-1/4 (11) 10d x 1-1/2 1250 1250 1250 1250 520 520 -- -- -- --

1) Uplift loads have been increased 33-1/3% or 60% for wind or seismic loads; no further increase shall be permitted. 2) 10d x 1-1/2 nails are 9 gauge (0.148˝ diameter) by 1-1/2˝ long. 3) Minimum quantity of fasteners to be installed. Product may have additional nail holes not needed to meet

published allowable load of product.

1500 15001250 1250

Dimensions Allowable Loads (Lbs.)

F2

Uplift1

S-P-FDF-L / SP

Uplift1

F1

SteelGauge

LPTA LTA1 18

USPStock No.

5 8108108-1/4 1250 1250

LPTA series

LPTA – Low profile design attaches to 2x4 or largerbottom chords and provides uplift and lateral load

resistance.

LPTA-S – Features slotted hole design which allows

up to 3 / 4˝ horizontal movement when attaching toscissor trusses.

Materials: 18 gauge


Codes: SBCCI 2031C, FL859

Installation:

• Use all specified fasteners.• Embed LPTA & LPTA-S 4˝ into

concrete bond beam or block wall grout.• Anchors should be spaced no

closer than 8˝ center-to-center.

• Moisture barrier may be required.

Typical LPTA-S installation

F1

F2

Uplift

LPTA

W W

H

13/4˝13/4˝

1 7 /16˝1 7 /16˝

Typical LPTA installation

LPTA-S

H

22



Embedded Truss Anchors


23/32



USP964-051


HLPTA75An industry exclusive truss anchor. The HLPTA75 is designed

and tested to provide higher lateral capacity and net uplift.Offers greater pullout resistance and is compatible with bond

beam reinforcing.

Materials: 18 gaugeFinish: G90 galvanizing

Options: HLPTA75 is availaible in Triple Zinc. To order,

add TZ to stock number, as in HLPTA75-TZ

Codes: Dade County, FL 03-0508.04, FL1247,

FL2621Patent: Pending

Installation:

• Use all specified fasteners.• Embed in concrete tie beam or bond beam grout until theseat is resting on the grout surface.

• Minimum of one #7 rebar or two #5 rebars through the

theoretical shear cone is required.• Grout or concrete compressive strength shall be 2,000 psi at28 days.

• Minimum spacing between anchors is 10˝ to achieve fulldesign load capacities on single anchors.• When used in a double rebar installation, concrete tie beam

stirrup should be sized to accommodate connector legplacement.

• Designer shall verify connector clearance when using inconjunction with stirrups and two rebar applications.

• Verify grout is not in contact with truss member.

F1 F2 F1 F2

Ref. No. 133% 133% 133% 160% 133% 133% 133% 160%

Single Anchor (2) 10d x 1-1/2 (20) 10d x 1-1/2 1860 1715 2125 2125 1860 1160 2105 2125

Double Anchor -- -- (40) 10d x 1-1/2 2040 2100 3500 3500 2040 2100 3500 3500

1) Allowable loads have been increased 33-1/3% or 60% for wind and seismic loads; no further increase shall be permitted. 2) 10d x 1-1/2 nails are 9 gauge (0.148˝ diameter) by 1-1/2˝ long.

Uplift UpliftTruss/Rafter

Fastener Schedule2 Allowable Loads (Lbs.)1

DF-L / SP S-P-F

USPStock No.

SteelGauge

SeatPlate

-- -- 18

InstallationType

HLPTA75

Typical HLPTA75 double rebarinstallation

Typical HLPTA75 single rebarinstallation

Uplift

Typical HLPTA75 single anchor installation

TrussMember

F2

F1

Typical HLPTA75 doublerebar installation

Concrete tie wall

Masonry wall

Tie beamreinforcing

HLPTA75

415/1

47 /16˝

113/16˝

99/16˝

13/16˝

Uplift

Typical HLPTA75 double anchor installation

Truss

Member

F2

F1


24/32



24


Min Qty.8 F2 Min Qty.8

F2

Ref. No. W H 133% 160% 133% 160% 133% 160% 133% 160% 133% 160% 133% 160% 133% 160% 133% 160%

(10) 10d x 1-1/2 1120 1120 (10) 10d x 1-1/2 2240 2240 2240 2240

(8) 10d 1175 1175 (8) 10d 2350 2350 2350 2350

(10) 10d x 1-1/2 1120 1120 (10) 10d x 1-1/2 2240 2240 2240 2240

(8) 10d 1175 1175 (8) 10d 2350 2350 2350 2350

(10) 10d x 1-1/2 1120 1120 (10) 10d x 1-1/2 2240 2240 2240 2240

(8) 10d 1175 1175 (8) 10d 2350 2350 2350 2350(8) 10d x 1-1/2 1225 1470 1055 1265 (8) 10d x 1-1/2 2450 2940 2450 2940 2110 2530 2110 2530

(8) 10d 1230 1475 1060 1270 (8) 10d 2460 2950 2460 2950 2120 2540 2120 2540

(10) 10d x 1-1/2 (10) 10d x 1-1/2

(10) 10d (10) 10d

(10) 10d x 1-1/2 (10) 10d x 1-1/2

(10) 10d (10) 10d

(10) 10d x 1-1/2 (10) 10d x 1-1/2

(10) 10d (10) 10d

(10) 10d x 1-1/2 (10) 10d x 1-1/2

(10) 10d (10) 10d1500 1500

1500 1500

1500 1500

1500 1500 3000 3000 3000 3000

3000 3000

3000 30003000 3000

3000 3000 3000 3000

3000 3000

3000 3000

3000 3000

3000 3000

1500 1500 660590

590 590

1500 1500

1500 1500

2400 2400

1500 1500 3000 3000

590 590 660

1200

2400 2400

2375 2375 2400 2400

1200

2375 2375

2375 2375

1200

1200 1200

1200 395

Single Anchor Double Anchor

Fastener

Schedule 3,5Allowable Loads (Lbs.)

1,7Fastener

Schedule3,5Allowable Loads (Lbs.)

1,7

Uplift Lateral Loads Uplift Lateral Loads

590 590 660 1180 1180 HTA48 -- -- 1-1/4 3000 300042-1/2

F1F1 S-P-F

1 Ply 2 Ply or >Per

Anchor

DF-L / SP

1 Ply 133%/

160%

2 Ply or >

590 590 660

395 395 325

590

790 650

790 650

1180 1320

790

790

790

1180

650

395

HTA24 HETA24 1-1/4 20

HTA20 HETA20 1-1/4 16

8

HTA16 HETA16 1-1/4 12

HTA12 HETA12 1-1/4

20 HTA24-18 META24 1-1/4

1-1/4 12

HTA20-18 META20 1-1/4

660 1320

1320

1180

1180 1180

3000 3000 3000 3000

395

DF-L / SP S-P-F

133%/

160%

1 Ply 1 Ply

325

1180 1320

1180

1320

3000 3000

USP

Stock No. 6Per

Anchor

1180

32516

HTA16-18 META16

OutofConcrete

790

395

HTA, TA, & TAR series

HTA – Offers a higher capacity alternative to the TA modelwith two rows of nails.

TA – Anchors are rated for both uplift and lateral loads.

They can be installed straight or field-bent around truss orrafter members. An embossed embedment line assuresaccurate embedment depth.

TAR – Riveted anchors provide a moisture barrier inaddition to uplift and lateral resistance all in one product.

Materials: HTA-18 – 18 gauge; HTA – 16 gauge;TA & TAR – 14 gauge

Finish: G90 galvanizingOptions: HTA20, HTA24, HTA20-18, HTA16-18,

TA20R, TA20, TA22, & TA24 are available inTriple Zinc. To order, add TZ to stocknumber, as in HTA20-TZ.

Codes: SBCCI, BOCA – NER 608,

SBCCI 2031C, FL859, FL821, FL572Dade County, 01-0912.05 —TA & TAR series

HTA24-18

W

H

1 1/2˝

Typical HTA24-18 installation

F1

F2

4˝ embedment



25/32



USP964-051


HTA, TA, & TAR series continued

Installation:

• Use all specified fasteners.• Embed 4˝ into concrete tie beam or masonry

bond beam.

• For double anchor installations: anchors shouldbe installed on opposite sides of wood memberand centered in masonry bond beam.• Designer may specify alternative nailing schedules.Refer to Nail Specification table on page 6 for nailshear values, load values shall not exceed

published allowable loads.• When using alternative nailing schedules,lower-most holes in strap shall be filledprogressing upward towards the top of the strap.• Moisture barrier may be required for HTA and

TA installations.

Typical TA18 installation

F1F2

Uplift

TA24

H

1 1/2˝

1 ̋TYP.

4˝ embedment

W

TA20R

W

H

4˝ embedment

81/2˝

1 1/2˝

1˝

4˝ embedment

Min Qty.8 F2 Min Qty.8

F2

Ref. No. W H 133% 160% 133% 160% 133% 160% 133% 160% 133% 160% 133% 160% 133% 160% 133% 160%

(5) 10d x 1-1/2 (5) 10d x 1-1/2 1520 1820 1320 1580

(5) 10d (5) 10d 1570 1890 1360 1630

(9) 10d x 1-1/2 1190 (9) 10d x 1-1/2 2380

(8) 10d 1055 (8) 10d 2410

(9) 10d x 1-1/2 1165 (9) 10d x 1-1/2

(8) 10d 1055 (8) 10d

(9) 10d x 1-1/2 1165 (9) 10d x 1-1/2

(8) 10d 1055 (8) 10d

(9) 10d x 1-1/2 1165 (9) 10d x 1-1/2

(8) 10d 1055 (8) 10d

(9) 10d x 1-1/2 1165 (9) 10d x 1-1/2(8) 10d 1055 (8) 10d

(9) 10d x 1-1/2 1165 (9) 10d x 1-1/2

(8) 10d 1055 (8) 10d

(9) 10d x 1-1/2 1165 (9) 10d x 1-1/2

(8) 10d 1055 (8) 10d

1) Allowable loads have been increased 33-1/3% or 60% for wind or seismic loads; no further increase shall be permitted. 2) Anchors are installed on opposite sides of the wood member, centered in masonry bond beam. 3) Minimum nail penetration shall be 1-1/2˝ for 10d nails. 4) Grout or concrete compressive strength shall be 2500 psi or greater at 28 days. 5) 10d x 1-1/2 nails are 9 gauge (0.148˝ diameter) by 1-1/2̋ long. 6) "R" after TA models indicates riveted truss anchors as in TA12R. 7) Allowable loads require a No. 4 rebar through the shear cones of the anchors. 8) Minimum quantity of fasteners to be installed. Product may have additional nail holes not needed to meet published allowable load of product.

1205

1205

1205

1205

1205

1205

1205 1205

1205 1205 2375 2375 2410

1205 1205 1205 2375 2375 2410 2410

2375 2375 2410 2410

2375 2375 2410 2410

2375 2410 2410

2375 2375 2410 24102410

2410 2410

2375 2375 2410 2410

2375 2375

2375

2375 2410

2375 2375 2410

2410

2375 2375 2410 2410

133%/

160%

Per

Anchor

F1

490 670

490 670490

490 670

670490

335

490

4902375 2375 2410

380

335380

1205 1205

1205 1205

1205 1205

380 380 335

380 380 335

380 380

380

335 TA24

TA24R-- -- 1 18-3/4

12-3/4

10-3/4

1205 1205

TA22 TA22R

TA36 -- -- 1 30-3/4

335380380

335380380

-- -- 1

14-3/4 TA20

TA20R-- -- 1

16-3/4

6-3/4 TA12

TA12R-- -- 1

TA18

TA18R-- -- 1

8-3/4 TA14

TA14R-- -- 1

TA16

TA16R-- -- 1

1580

380

670

490 490 670

490 490 670

2410

2375

490 490

2375 2375 2410 2410

2375 2410 2410

2375

760 660 790 18201520910

S-P-F

Lateral Loads

380 670

1320

490 490335380

490

Double Anchor

Fastener Schedule3,5

Allowable Loads (Lbs.)1,7

Fastener Schedule 3,5

Allowable Loads (Lbs.)1,7

Uplift Lateral Loads Uplift

F1

USP

Stock No. 6Per

Anchor

1 Ply 1 PlyOutofConc

rete

Single Anchor

DF-L / SP S-P-F DF-L / SP

133%/

160%

1 Ply 2 Ply or > 1 Ply 2 Ply or >

F2

F1Uplift

Typical TA16R installation


26/32



26


Dimensions

F1 F2 F1 F2

Ref. No. H 133%/160% 133%/160% 133% 160% 133%/160% 133%/160% 133% 160%

TAPL12 HETAL16 14 12 (6) 10d x 1-1/2 (11) 10d 595 880 1350 1350 595 880 1350 1350

TAPL14 -- -- 14 14 (6) 10d x 1-1/2 (13) 10d 595 880 1350 1350 595 880 1350 1350

TAPL16 HETAL20 14 16 (6) 10d x 1-1/2 (13) 10d 595 880 1350 1350 595 880 1350 1350

1) Allowable loads have been increased 33-1/3% or 60% for wind and seismic loads; no further increase shall be permitted.

2) Minimum nail penetration shall be 1-1/2˝ for 10d nails. 3) 10d x 1-1/2 nails are 9 gauge (0.148˝ diameter) by 1-1/2˝ long.

Out of

ConcreteUSP

Stock No.

Steel

Gauge

Seat

Plate

Uplift Uplift

Fastener Schedule2,3 Allowable Loads (Lbs.)1

DF-L / SP S-P-F

Truss/

Rafter

TAPL series

The TAPL series provides an engineered solution for attachingtrusses to concrete or masonry walls. Innovative seat designgives added lateral resistance while still providing a moisture

barrier.

Materials: 14 gaugeFinish: G90 galvanizing

Options: TAPL16 is available in Triple Zinc. To order, add

TZ to stock number, as in TAPL16-TZCodes: Dade County, FL 04-0427.02, FL1777

Installation:

• Use all specified fasteners.• Embed 4˝ into concrete tie beam or masonry bond beam.• Installations should be spaced no closer together than 8˝

center-to-center.

H

1 1/2˝

15/16˝

8 7 /8˝

2 9/16˝

TAPL

4˝ embedment

1˝

Typical TAPL16 installation

F2

F1

Uplift


27/32

W 2



USP964-051

CBS seriesA heavy, riveted design, the CBS Column Bases include a stand-off plate

to protect the wood column from ground contact moisture.

Materials: See chartFinish: G90 galvanizing

Options: CBS44 & CBS66 are available in Hot-dip galvanized.To order, add HDG to stock number, as in CBS44-HDG.

Codes: SBCCI, BOCA – NER 608,ICBO 2039, FL821

Installation:• Use all specified fasteners.•Not recommended for fence posts or other unrestrained (not fixedor fastened at top) applications. These anchors are not designed to

resist overturning (moment) loads.• All models require a minimum edge distance of 3˝.• Bolted models feature diamond holes for

temporary nail fastening to facilitate drilling andbolting.• Install with base flush to concrete.

1˝stand-off

CBS

L

H

W 1

W 2

3˝

7 3/16˝

Typical CBS installation

Bearing

Column Size Ref. No. Strap Base W1 W2 H L 100% 133% 160%

4 x 4 CBS44 CBS44 10 16 3-9/16 3-1/2 8-3/4 2-1/4 (2) 5/8 6775 5525 5525

4 x 6 CBS46 CBS46 10 12 3-9/16 5-7/16 8-3/4 2-1/4 (2) 5/8 13815 5525 5525

6 x 6 CBS66 CBS66 10 12 5-1/2 5-1/2 8-3/4 3 (2) 5/8 16005 5605 6700

1) Uplift Loads have been increased 33-1/3% or 60% for wind and seismic loads, no further increase shall be permitted. 2) Bolts shall conform to ASTM A 307 or better. 3) Concrete compressive strength shall be 2,000 psi or greater at 28 days.

Fastener

Schedule2,3USP

Stock No.

Uplift1

Steel Gauge Dimensions Allowable Loads (Lbs.)

Bolts must be ordered separately.


KCBQ series

High capacity column base using wood screws. Wood screws providea lower profile than bolts and maintain the wood cross section of

Concrete Connectors

Documents