Adhesive Design

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1 April 2012

Adhesive anchoring

systems design Manual

Edition: April 2012



2 April 2012

Powers offers the widest range of mechanical and adhesive fasteners in the market place.

Powers products cover the full traditional anchoring range while specialising in innovative

products that provide the architect, engineer and end user with aesthetic, high performance,

labour saving fastening solutions.For fast technical advice, free samples and free on site demonstrations,

visit our website www.powers.com.au

Powers adhesive systems

V12

High performance

Fast curingREO/Threaded rod

Styrene free

KF2/AC100e

Economical

Easy to apply

AC100® PRO

High performance.

Fast curingStyrene free

National On Site

Service

Powers Training

Vehicles (PTV)

National on Site

Anchor TestingService

In-house Product &

Application TestingService

Melbourne

Support

In House Product

Training Facility

Melbourne

PF PROHeavy dutyLow odour Epoxy anchoringadhesive



3 April 2012

Contents

Product selection 4

Selection criteria 5

Adhesive anchors – Introduction 7

Design criteria – Concrete 8

Design criteria – Masonry 11

Design concepts – Working stress design 11

Design concepts – Limit state design 11

Combined loading 13

Anchors subject to bending 13

Threaded rod properties 14

Characteristic compressive cylinder

strength of concrete 14

Adhesive anchors installation guidelines 15

Installation procedures 17

Design example using Adhesive

Anchoring System 20





5 April 2012

Selection criteria

P R O D U C T N A M E

P F P R O

A C 1 0 0 ® P

R O

V 1 2

K F 2

A C 1 0 0 e

S C P R O

ADHESIVE TYPEPURE

EPOXYSTYRENE

FREE VINYLESTER

POLY-ESTER

STYRENEFREE

POLYESTER VINYLESTER

High performance

Medium to high performance

Medium performance

18 month shelf life

Reinforcing bar applications

Threaded rod applications

Fast curing / cold weather applications

Extended gel time/ warm weather applications

Low odour (for use in confined areas)

Underwater applications

Damp applications

No shrinkage, suitable for use in diamond core drilled holes

Fire rated

Potable (approved to AS/NZS 4020:2005)

Pneumatic dispensing tool

Battery tool

Quick installation

Overhead applications

Hollow base materials

Standard applicator gun

ETA approval

Environmentally friendly

= Coming soon



6 April 2012

AC100efor medium dutyapplications usingstandard applicator gun

1

V12 / AC100 ® PROFor remedial workin solid and hollowmasonry, i.e. wall ties.

3KF2Light to medium dutyapplications in hollowbrick and blockworkusing screen tubes

2

Adhesive anchors

V12 / PF PRO tiedown of timber bottomplates to concreteslab in cyclonic/nearcyclonic regionsrequiring high loadcapacities.

7

V12 / PF PROstuds for fasteningstructural columnsand beams requiringhigh load transfer.

4

V12 / PF PRO forhigh load applications.Ideal for connectingexisting slabs to castin slabs. It works inwet holes too!

6

SC PROfor the tie down ofequipment

5



7 April 2012

Adhesive anchors

Introduction

Pipe support

Hooked bars

Machine bases

Reinforcing bars

Block reinforcing

Light poles

Timber to block

Smooth dowels

Median barriers

Angle brackets to brick

Facade pinning

Seismic upgrades

Adhesive anchoring systems offer many advantages for applications requiring highload capacities. Capsule type systems rst appeared in the market in the late 1970’sfollowed by the early co-axial type injection systems. Originally, these products wereused in highway and bridge construction as a substitute for grouted anchors becauseof speed of installation. As industry realized the benets of adhesive systems, theiruse in other building applications became popular. Major features applicable toadhesive systems include:

High Strength

Ability To Be Used With A Variety Of Rod Materials

Stress Free (No mechanical forces)

Sealed Anchor Hole For Weather Resistance

Good Dynamic And Shock Load Performance

Small Hole Diameter Compared To Grout

Typical applications for which adhesive systems may be used are shown below.

Powers Fasteners is the industry leader in adhesive anchoring systems providing thebroadest range of products to meet the needs of the small, medium, and large user.The systems include both ester and epoxy based systems which are selected basedon the application requirements. Refer to the specic product sections for details.



8 April 2012

Adhesive anchor functioning

Adhesive anchors achieve their load capacities based on the ability of the adhesiveused to bond to the base material. This ability to bond, often referred to as “wettingaction” will vary depending upon the adhesive type and formulation. While the adhesive

bonds to the base material, it also forms a mechanical interlock around the threadedrod. In order to form this interlock, it is important to use anchor rods which have sometype of deformation. Examples would be threaded rod or deformed reinforcing bars.Smooth dowel bars coated with epoxy can be used with some types of adhesivesystems. In addition to the ability to bond to the base material, the strength of theanchor rod used can be a critical factor. Many adhesive types can achieve the loadcapacity of standard Class 4.6 threaded rod. In order to achieve the strength of theadhesive, it is often important to specify the use of high strength Class 8.8 threaded rod.

Performance data

The load capacities for adhesives published in this manual are based on extensivetesting conducted according to the requirements of ASTM Standards E 488 and E

1512. To determine the bond strength of an adhesive, a high strength anchor rod wasused. From the initial testing conducted, the adhesive bond strength for an anchorrod installed in three concrete compressive strengths was developed allowing for thecalculation of various combinations of anchor rod and embedment.

When designing with an adhesive anchoring system, both the strength of the adhesiveresin and the steel anchor rod must be considered. The adhesive may often have adesign or working load capacity that is higher than that for the anchor rod. In order toaccount for this, the capacities listed in this manual are published in the following way.

The bond strength for the adhesive is tabulated along with the load capacities forvarious threaded steel anchor rod or reinforcing bars. The designer may wish touse higher safety factors than the minimum safety factors specied. Steel strengthcapacities for threaded rod are based on the design criteria listed in AS 4100 (SteelStructures Code). For reinforcing and dowel bars, the capacities are based on therequirements of AS 3600 (Concrete Structures Code). The designer should selectthe lesser of the published loads, either the bond strength or the steel strength todetermine the capacity of the anchorage.

The spacing and edge distance factors as listed in the following sections should beconsidered. As in all applications, design data including load capacities should bereviewed and veried by a design professional familiar with the actual product installation.

Job site test programs

In order to verify that the base material or structural member is able to withstand theanticipated loading, a pre-installation job site test program is recommended. Test

anchors simulating actual conditions should be loaded to failure to verify site specicanchor performance. During installation, it is good practice to conduct proof loadtesting on 10 to 15% of the installed anchors to verify proper installation.

Design criteria – concrete

Base material thickness

The minimum recommended thickness of solid concrete or masonry base material, BMT,when using an adhesive anchor is 150% of the embedment to be used. For example,when installing an anchor to a depth of 100mm, the base material should be at least150mm thick. Conversely, the maximum embedment should be 2/3 of the base material

thickness. If a concrete slab is 300mm thick, a 200mm depth would be the maximumrecommended anchor embedment. This does not apply to products designed forinstallation in hollow base materials. Base material thickness (BMT) of less than 150%of embedment is permitted, contact Powers Fasteners for details.



9 April 2012

Adhesive anchor spacing and edge distance

Spacing between adhesive anchors

Adhesive type anchors can be installed closer to the edge of a concrete slab thanmechanical anchors with no cracking of the base material. Published performancedata is based on testing conducted at the spacing and edge distance required to

obtain maximum load and should be reduced to account for decreased spacing andedge distance. The reduction load factors listed are cumulative. For example, the loadcapacity for an anchor which is installed at a spacing and an edge distance less thanthat required for maximum load capacity would be multiplied by the appropriate factorfrom both the spacing and edge distance tables. The factors are normally appliedto the load capacity of the adhesive resin and then compared to the strengths of thesteel anchor rods to be used.

The following table lists the load reduction factor, Rs, for each anchor diameter,d, based on the center to center anchor spacing. To obtain the maximum load intension or shear, a spacing of 8 anchor diameters (8d) should be used. The minimumrecommended anchor spacing is 4 anchor diameters (4d) at which point the load forthe adhesive resin should be reduced by 30%.

THREADED ROD

ANCHOR SIZE d (mm)ANCHOR SPACING (mm) TENSION AND SHEAR

8d 7d 6d 5d 4d

M8 64 56 48 40 32

M10 80 70 60 50 40

M12 96 84 72 60 48

M16 128 112 96 80 64

M20 160 140 120 100 80

M24 192 168 144 120 96

M30 240 210 180 150 120M36 288 252 216 180 144

Rs

1.00 0.93 0.85 0.78 0.70

REINFORCING BAR

ANCHOR SIZE d (mm)ANCHOR SPACING (mm) TENSION AND SHEAR

8d 7d 6d 5d 4d

N10 80 70 60 50 40

N12 96 84 72 60 48

N16 128 112 96 80 64

N20 160 140 120 100 80

N24 192 168 144 120 96

N28 224 196 168 140 112

N32 256 224 192 160 128

N36 288 252 216 180 144

N40 320 280 240 200 160

Rs

1.00 0.93 0.85 0.78 0.70

Edge distance – Tension (Ret)

For adhesive anchors loaded in tension, the following tables list the load reductionfactors, R

et, for each anchor diameter, d, based on the anchor center to edge distance.

To obtain the maximum tension load, an edge distance of 6 anchor diameters (6d)should be used. The minimum recommended edge distance is 4 anchor diameters(4d) at which point the tension load for the adhesive resin should be reduced by 40%.

Edge distance for adhesive anchors



0 April 2012

THREADED ROD

ANCHOR SIZE d (mm)EDGE DISTANCE (mm) TENSION ONLY

6d 5d 4d

M8 48 40 32

M10 60 50 40

M12 72 60 48

M16 96 80 64

M20 120 100 80

M24 144 120 96

M30 180 150 120

M36 216 180 144

Ret

1.00 0.80 0.60

REINFORCING BAR

ANCHOR SIZE d (mm)EDGE DISTANCE (mm) TENSION ONLY

6d 5d 4d

N10 60 50 40

N12 72 60 48

N16 96 80 64N20 120 100 80

N24 144 120 96

N28 168 140 112

N32 192 160 128

N36 216 180 144

N40 240 200 160

Ret

1.00 0.80 0.60

THREADED ROD

ANCHOR SIZE d (mm)EDGE DISTANCE (mm) SHEAR ONLY

12d 11d 10d 9d 8d 7d 6d 5d 4d

M8 96 88 80 72 64 56 48 40 32

M10 120 110 100 90 80 70 60 50 40

M12 144 132 120 108 96 84 72 60 48

M16 192 176 160 144 128 112 96 80 64

M20 240 220 200 180 160 140 120 100 80

M24 288 264 240 216 192 168 144 120 96

M30 360 330 300 270 240 210 180 150 120M36 432 396 360 324 288 252 216 180 144

Res

1.00 0.94 0.88 0.81 0.75 0.69 0.63 0.56 0.50

REINFORCING BAR

ANCHOR SIZE d (mm)EDGE DISTANCE (mm) SHEAR ONLY

12d 11d 10d 9d 8d 7d 6d 5d 4d

N10 120 110 100 90 80 70 60 50 40

N12 144 132 120 108 96 84 72 60 48

N16 192 176 160 144 128 112 96 80 64

N20 240 220 200 180 160 140 120 100 80

N24 288 264 240 216 192 168 144 120 96

N28 336 308 280 252 224 196 168 140 112

N32 384 352 320 288 256 224 192 160 128N36 432 396 360 324 288 252 216 180 144

N40 480 440 400 360 320 280 240 200 160

Res

1.00 0.94 0.88 0.81 0.75 0.69 0.63 0.56 0.50

Edge distance – Shear (Res

)

The following tables list the load reduction factors, Res

, for each anchor diameter,d, based on the anchor center to edge distance. To obtain the maximum shear

load, an edge distance of 12 anchor diameters (12d) should be used. The minimumrecommended edge distance is 4 anchor diameters (4d) at which point the shear loadfor the adhesive resin should be reduced by 50%.



11 April 2012

When xing into brickwork or blockwork, position anchors a minimum of300mm from an edge or opening.

Anchors should be positioned four brick & 2 block courses down fromthe top of an unrestrained wall

Minimum recommended spacing between anchors is 200mm

Embedment should be limited to within 30mm of the remote face of theblock / brick

Avoid xing into mortar joints

Design criteria – Masonry (brick and blockwork)

Design concepts – concrete anchors

Working stress design

Allowable working load

Limit state design

Using working stress design, concrete anchors are designed based on an allowableworking load that is determined by applying a safety factor to the characteristicultimate load capacity.

FS.W.L

≤ R A

Where:

FS.W.L.

= Applied Service Load

R A = Allowable Working Load

R A

= Rchar.

/ f S

Where:

Rchar.

= Characteristic ultimate load capacity

(Determined statistically)

f S = Safety Factor

Safety factors take into account both the base material and anchor material. Values

of “f S” include allowance for

a) error in estimation of loadb) deviations in material and workmanshipc) long term performance.

f SC

= 3 (concrete governing factor)

f SS

= 2.5 (steel governing factor)

When designing for Strength Limit State, the following equation shall apply.

S* ≤ φRU

Where:

S* = Design Action Effect

RU = Characteristic Ultimate Load capacity (anchor)

φ = Strength reduction Factor

φRU = Design Capacity

Design action effect (S*) relates to loads and load combinations acting on a structure asspecied in the loading code (AS 1170). The loading code is common to all structuresirrespective of material used in the structure and the differences in material behaviourare taken into account in the relevant material code.



2 April 2012

Strength limit state – Design requirements for concrete anchors

Material Strength - Steel

Where the anchor material strength is the limiting factor in Tension & Shear, anchorsshall be designed to satisfy -

Tension

N* ≤ φNtf (ref. AS4100 clause 9.3.2.2)Where:

N* = Design tension force (kN)

φ = 0.8 (Capacity factor)

Ntf = Nominal tension capacity of steel (kN)

φNtf = Design steel capacity – tension (kN)

Shear

V* ≤ φVf (ref. AS4100 clause 9.3.2.1)

Where:

V* = Design shear force (kN)

φ = 0.8 (Capacity factor)

Vf = Nominal shear capacity of steel (kN)

φVf = Design steel capacity – shear (kN)

Concrete Strength

Where the concrete strength is the limiting factor in Tension & Shear, anchors shallbe designed to satisfy -

Tension

N* ≤ φN A

Where:

N* = Design tension force (kN)

φ = 0.6 [Strength reduction factor - ref. AS3600 table 2.3(j)]

N A = Characteristic Ultimate tension load capacity (kN)

φN A = Design tension capacity - concrete (kN)

Shear

V* ≤ φV A

Where:

V* = Design shear force (kN)

φ = 0.6 [Strength reduction factor -ref. AS3600 table 2.3(j)]

V A = Characteristic Ultimate shear load capacity (kN)

φV A = Design shear capacity - concrete (kN)

Strength reduction factors and capacity factors ( φ) from AS3600 and AS4100 are listed

below. Values of “ φ” include allowance for deviations in material and workmanship.

Strength Reduction Factors – Concrete {Ref. AS3600 table 2.3 (j)}

φ = 0.6 (Tension)

φ = 0.6 (Shear)Capacity Factors – Steel (Ref. AS4100 table 3.4)

φ = 0.8 (Tension)

φ = 0.8 (Shear)



13 April 2012

N*

V*

M*

Moment arm

Fixture (tf )Non structural

material or void (gm)

Half anchor Ø (d/2)

N

N

V

V A A

* /

* /

φ φ

+

≤

5 3 5 3

1T

T

S

S

S

A

S

A

+

≤

5 3 5 3

1

/ /

Where:

N* = Design Tension Force

NA=Anchor Design Tension Capacity

V* = Design Shear Force

VA = A nchor Design Shear Capacity

Where:

TS = Applied Tension Load

T A

= Allowable Tension Load

SS = Applied Shear Load

S A

= Allowable Shear Load

Working stress design Limit state design

Anchors loaded in both tension and shear must satisfy the following equations:

Combined loading

Anchors subject to bending

One often overlooks result of static load in bending. It is frequently necessary to placeshims or spacers between the xture and the base material for alignment or leveling.When this occurs, it is often the strength of the anchor material or bolt material thatdetermines the capacity of the connection. The load is applied at a distance fromthe surface of the base material creating a lever type action on the anchor. Typicalexamples of this type of loading are the installation of windows using plastic horseshoe shims or machinery installations with shims below the base plate. In loadingsuch as this, it is often the physical strength of the anchor material, not the tensionand shear load capacities, that limits the strength of the anchorage. The bendingload should be calculated by a design professional based on the material from whichan anchor is manufactured. In concrete or masonry materials, the lever arm used inthe calculation should be increased to allow for spalling around the top of the anchor

hole, usually by 1/2 to 1 anchor diameter.

Strength limit state – Design requirements for anchors in bending

Design bending moment (M*) M* = V* • ( d / 2 + t

f / 2 + g

m )

Where:

V* = Design Shear force (kN)

d = Diameter of anchor (mm)

tf = Fixture thickness (mm)

gm = Non-structural material or void (mm)

An anchor subject to a

design bending moment

(M*) shall satisfy -

M* ≤ φMF



4 April 2012

Design bending Capacity ( φM F )

The Design bending capacity is based on the material properties of the (steel) anchor.

φMF = 0.9 • f

y • Z

Where:

MF = Nominal moment capacity of anchor (Nmm) φ = 0.9 [Capacity Factor (ref. AS4100 table 3.4)]

f y = Yield Strength (MPa)

Z = Effective Section Modulus of anchor (mm3)

Combined Loading and Bending

Anchors subject to combined tension, shear and bending shall be designed to satisfythe following criteria.

1. Determine the design tension capacity of steel due to bending (Ntfb

)

Ntfb

= Ntf • ( 1 – M* / φM

F )

Where:

Ntfb

= Nominal tension capacity of steel due to bending (kN)

Ntf = Nominal tension capacity of steel (kN) 2. The design tension

capacity of steel due to bending ( φNtfb

) shall satisfy the tension loads formulae wheredesign is based on the lesser of the concrete and steel capacity due to bending.

N* ≤ φ NA, tfb

3. There is no reduction in Shear due to bending, anchors in Shear shall be designedto satisfy -

V* ≤ φ VA, f

4. Anchors subject to combined Tension, Shear and Bending shall satisfy -

( N* / φ NA, tfb

) 5/3 + ( V* / φVA, f

) 5/3 ≤ 1

Threaded rod properties

THREADED

STUD Ø

(mm)

d

TENSILE

STRESS AREA

OF THREAD

(mm2)

AS

EFFECTIVE

SECTION

MODULUS

(mm3)

Z

CLASS 5.8 CLASS 8.8 CLASS 316SS (A4-50)

Y.S.

(0.2%OFFSET)

(MPa)

f y

U.T.S.

(MPa)

f u

Y.S.

(0.2%OFFSET)

(MPa)

f y

U.T.S.

(MPa)

f u

Y.S.

(0.2%OFFSET)

(MPa)

f y

U.T.S.

(MPa)

f u

M8 36.6 31.2

420 520

640 800

210 500

M10 58.0 62.3

M12 84.3 109.2

M16 157.0 277.5

M20 245.0 540.9

M24 353.0 935.5

660 830M30 561.0 1874.2

M36 817.0 3293.8

U.T.S. = Ultimate Tensile Stress Y.S. = Yield Stress

Characteristic compressive cylinder strength of concrete ( ƒ′c )

The characteristic compressive strength of concrete or concrete grade is determinedusing formed cylinder test specimens of size 150mm dia. x 300 mm high. Requirementsfor sampling and testing are detailed in AS 1012. Load capacities for anchor installationsin normal weight concrete are listed in this manual and relate to concrete that hasachieved its designated 28 day compressive cylinder strength. Job site tests are

recommended for installations in concrete where the material strength or conditionis unknown or questionable. Load capacities listed in this manual were achievedin un-reinforced concrete test members to provide baseline data that is useableregardless of the possible benet of reinforcement.





6 April 2012

Anchor holes

A properly drilled hole is a critical factor both for ease of installation and optimumanchor performance. The anchors selected and the drill bits to be used should bespecied as part of the total anchoring system. Powers Fasteners adhesive anchorsare designed to be installed in holes drilled with carbide tipped bits meeting therequirements of ISO/DIN 8035 Standard unless otherwise specied. If alternate bittypes such as diamond tipped core bits are used, the tip tolerance should be withinthe ISO/DIN 8035 range. A diamond tipped bit drills a hole which has very smoothwalls. Although some adhesive anchors tend to work acceptably in diamond coredholes, testing should be conducted to verify performance.

When using adhesives, anchor holes should be thoroughly cleaned prior to installationof the adhesive. During the drilling process, dust is often pressed into the walls ofthe hole. Blowing the hole with compressed air or vacuuming alone will not properlyclean the hole. In order to ensure that the proper bond is developed with the base

material, the holes should also be brushed using a nylon brush to remove dust andother debris which may have been pressed into the walls of the hole. When usingcompressed, always use appropriate lters to prevent oil from the compressed airunit contaminating the drilled anchor hole.

Use of adhesives in cold weather

One of the differences between epoxy and ester based resins is the type of chemicalreaction. When the individual components of an epoxy are combined or mixed, thereaction which occurs is called an addition reaction. The reaction is described inthis manner because it involves the addition of an epoxy molecule with an aminemolecule which are then cross linked three dimensionally to form a polymer. Whenthe temperature is warmer, the molecules are freer and able to cross link faster. Asthe temperature lowers, the cross linking becomes more difcult and will stop at acertain point.

Ester based resins react differently. In an ester based resin, the hardening catalystcauses the ester molecules or monomers to link together forming long chain polymers.In this type of reaction, the mix ratio is not as critical. While colder temperatures donot effect the reaction of these resins as severely, proper conditioning is still required.

As the temperature of the unmixed components of an adhesive material decreases,theythicken which can make dispensing or installation difcult in cold weather. To preventdifculty during installation, Powers Fasteners recommends that adhesives be

conditioned to a minimum temperature of 15°C prior to installation unless otherwiserecommended in the individual product sections. When an adhesive is conditioned, itshould be maintained at the required minimum temperature for a sufcient amount oftime to insure that the entire cross section of the container is brought to temperature.

Some products, especially epoxies, are not recommended for use in base materialshaving a temperature of 5°C or less unless job site performance tests are conducted.

Although these materials may gel and cure at lower temperatures, 5°C was selectedas a safe minimum temperature because experience has shown that no specialinstallation procedures are required beyond our published instructions.

When adhesive anchors are installed in concrete which is in the freezing range, frostor ice can form on the walls of the anchor hole. If this occurs, injection type adhesivesmay not properly bond to the walls of the anchor hole. Spin-in type capsule systemswhich scrape the walls of the anchor hole during installation are less sensitive to this.Since concrete is porous and acts like a sponge, even the pour water can freezeand prevent the adhesive from properly wetting the surface of the hole. This canbe prevented by heating the anchor hole with a heat gun prior to installation of theadhesive. A torch should never be used because it carbonates the concrete on thewalls of the anchor hole creating a residual dust.

Since variations in the concrete design mix may effect the formation of frost or iceon the walls of an anchor hole, job site performance tests are recommended forinstallations of epoxies in base materials having a temperature of less than 5°C toverify gel and cure times.



17 April 2012

Installation procedure – Adhesive Injection Systems

Threaded rod and reinforcing bars in solid base materials (including deep embedment)

Drill a hole to the size and embedmentrequired.

Blow the hole clean with compressed air, brushthe hole, and blow it clean again. Repeat thisprocess until holes are clean and sound.

They may be dry or damp, but should be free ofstanding water or frost.

When using compressed air, always use appropriate fltersto prevent oil from the compressed air unit contaminatingthe drilled anchor hole.

Be sure to properly balance (achieveconsistent mix and colour) the mixingnozzle prior to dispensing and whenchanging cartridges.Fill the hole approximately half waywith adhesive starting from the rearof the hole. Slowly withdraw the staticmixing nozzle as the hole lls to avoidcreating air pockets within the hole.

Prior to use, read the box and carton label, Design Manual, Material Safety Data Sheet, and injection tool instructions.

For deep embedment applications, use a compressed air extension gun andthe correct size SDS brush adaptor and brush in a SDS drill. This will ensure proper cleaning of the drilled hole.

For deep embedment applications, attach the plastic extension tube and correct size piston plug to the mixing nozzle for proper adhesive installation indeep holes. The Powers Battery Applicator tool is also recommended for deep embedment applications.

2a

1

3a

3b

2b





19 April 2012

Push the threaded rod into the screen whileturning slightly to insure positive dispersementof the adhesive. Be sure the rod is fully insertedto the end of the screen tube. The threaded rodor reinforcing bar used should be free of dirt,

grease, oil, or other foreign material.

Allow the adhesive to cure for the specied timeprior to applying any load. Do not disturb or loadthe anchor until it is fully cured.

Prior to use, read the box and carton label, Design Manual,Material Safety Data Sheet, and injection tool instructions.

Threaded rod in overhead applications

Drill a hole to the sizeand embedment re-quired.

Blow the hole clean withcompressed air, brushthe hole, and blow itclean again. Repeat thisprocess until holes are

clean and sound. Theymay be dry or damp, butshould be free of frost.

When using com-pressed air, alwaysuse appropriate fil-ters to prevent oil fromthe compressed airunit contaminating thedrilled anchor hole.

Be sure to properly bal-ance (achieve consist-ent mix and colour) themixing nozzle prior todispensing and when

changing cartridges.Fill the hole approxi-mately half way with ad-hesive starting from therear of the hole. Slowlywithdraw the static mix-ing nozzle as the holefills to avoid creating airpockets within the hole.

Push the threadedrod into the hole whileturning slightly to insurepositive distribution ofthe adhesive. Be sure

the rod is fully seated atthe bottom of the holeand that some adhesivehas flowed from the topof the hole.Ensure that the retain-ing cap is wedged in thehole to support the studduring curing time.The threaded rod orreinforcing bar usedshould be free of dirt,grease, oil, or otherforeign material.

Allow the adhesive tocure for the specifiedtime prior to applyingany load. Do not dis-turb or load the anchor

until it is fully cured.

Prior to use, read the box and carton label, Design Manual, Material Safety Data Sheet, and injection tool instructions.

Thread correct retain-ing cap onto stud tothe desired level, en-suring correct rod em-bedment depth.



20 April 2012

A prefabricated steel building requires the design of column to slab anchorage. The

building is designed with 12mm thick base plates for six M16 anchors as shown.

Design a post-installed adhesive anchorage with M16 class 5.8 rods for the edgecolumns as shown considering a design tension load of 80 KN and a reversible shear

load of 50 kN.

125

160

N*

V*

125

350

125

250

A

B

Design data:

Concrete strength 40 MPa

Total Design tension force = 80 kNTotal Design shear force = 50 kN

Edge distance = 125mm

Anchor Spacing = 160, 125mm

Fixture thickness = 12mm

No. of anchors in shear = 2 (conservatively, assume equal load

distribution of anchors A and B in shear only.)

No. of anchors in tension = 6 (assume equal load distribution of all

anchors in tension)

Design Example using Adhesive Anchoring System:



21 April 2012

Step 1 – Design for tension (anchor A)

Design tension force per anchor = 80/6=13.3kN = N*

• Anchors A and B are equally worst inuenced by reductions and anchor A is selected

for design

• Client wishes to use M16 adhesive anchor with class 5.8 studs at standard embedment

depth

• Selected adhesive system is PF PRO epoxy injection system @ standard depth 125mm

From the performance data tension table in the PF PRO design manual under

Limit State Design, consider the lesser of the design capacity concrete and

design steel capacity

NB: Design capacity concrete must incorporate any reductions for edge and spacing

Anchor AR

et for 125mm = 1.0 (from edge reduction factor table - tension)

Rs for 160mm = 1.0 & 125mm = 0.99 (from spacing reduction factor table)

Design capacity concrete = 66.8kN

Reduced Design capacity concrete = 66.8 x 0.99 x = 66.13 kN = øN A

Design steel capacity = 65.3 kN = øNtf

øNtf ≤ øN

A therefore Anchor Design tension capacity is 65.3 kN

N* ≤ øNtf

13.3 ≤ 65.3 kN Anchor A Design tension capacity OK ✓

Step 2 – Design for Shear (anchor A)

Design Shear force per anchor = 50/2 = 25kN = V*

From the performance data shear table in the PF PRO design manual under

Limit State Design, consider the lesser of the design capacity concrete and

design steel capacity

NB: Design capacity concrete must incorporate any reductions for edge and spacing

Anchor A

Res

for 125mm = 0.74 (from edge reduction factor table - shear)

Rs for 160mm = 1.0 & 125mm = 0.99 (from spacing reduction factor table)Design capacity concrete = 37.6kN

Reduced Design capacity concrete = 37.6 x 0.99 x 0.74 = 27.6 kN = øV A

Design steel capacity = 37.1 kN = øVtf

øVA ≤ øV

tf therefore Anchor Design shear capacity is 27.6 kN

V* ≤ øVA

25 ≤ 27.6 kN Anchor A Design shear capacity OK ✓



22 April 2012

Step 3 – Combined loading

Anchors loaded in both tension and shear must satisfy the following equation:

N

N

V

V A A

* /

* /

φ φ

+

≤

5 3 5 3

1

Where:

N* = Design Tension Force

φN A

=Anchor Design Tension Capacity

V* = Design Shear Force

φV A

= Anchor Design Shear Capacity

Limit state design

(13.3/65.3)5/3 + (25/27.6)5/3 ≤ 1.0

0.07 + 0.85 = 0.92 ≤ 1.0 Anchor A combined loading OK✓

Design satises OK✓

Specify

Powers Fasteners PF PRO epoxy injection system with STM16190 stud (galvanised

to match steelwork)

Hole Drill Size 18mm

Embedment Depth 125mm

Anchors to be installed as per Powers published installation instructions and installation

team to contact Powers for adhesive training and certication prior to commencementof installation works.



23 April 2012

Notes



Distributor:

Contact Information forPowers Fasteners Australasia

Head OfficeAddress : Factory 3, 205 Abbotts Road

Dandenong South VIC 3175Telephone : (03) 8795 4600Fax : (03) 8787 5899

Website : www.powers.com.au

E-mail : [email protected]

Documents

Adhesive Design