a ramset srb ed3 full edition pdf

7/27/2019 A Ramset SRB Ed3 Full Edition PDF

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SpecifiersResource

BookEdition 3


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RamsetProducts are Tested in AustraliaIS09001 accredited test facility

Tested in Australian building materials

Tested to Australian Standards

Australian Engineers derive performance data

It means our customers canspecify with confidence!

Ramsetextensive technical support literature is available from www.ramset.com.au

or a Ramset

Engineer in your state.

2 www.ramset.com.au 1300 780 063

IntroductionSpecifiers Resource Book

Quality

ISO 9001


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www ramset com au 1300 780 063 3

Welcome To The Ramset

Specifiers Resource BookThis concise and systematically presented book contains the information most useful to Specifiers, Engineers and

Architects when selecting the concrete anchoring solution that best suits their project.Selection of a concrete anchoring product is made on the basis of the basic type of fixing (bolt, stud or internallythreaded), macro environment, (e.g. coastal or inland), micro environment (particular chemicals) and of course thecapacity that best meets the design load case.Where the fixing is simple and does not warrant strength limit state calculations, selection on the basis of load caseis made simple with working load limit tables for each concrete anchor.Where more rigorous design and strength limit state calculation is required, the simplified step-by-step methodpresented in this booklet will allow rapid selection and verification of the appropriate concrete anchor.The Brick and Block anchoring section gives design professionals guidance as to the behaviour of a number offixings suitable for use in a variety of both solid and hollow pre-manufactured masonry units.

The capacity information presented considers the elemental nature of pre-manufactured masonry units and advisesdesigners as to suitable locations within the units accordingly.We're confident that you will find this book both useful and informative.

For additional information or any further enquiries, contact your local Ramsetengineer:NSW/ACT [email protected] or call 0412 592 075QLD [email protected] or call 0412 592 037

VIC/TAS [email protected] or call 0412 559 612SA/NT [email protected] or call 0412 579 206WA [email protected] or call 0412 264 658NATIONAL [email protected] or call 0418 653 711

IntroductionSpecifiers Resource Book

NEWWhats in this edition?

At Ramsetwe are committed to ongoing innovation in our engineering resources. As a reflection of ourcontinued product innovation and development, this latest edition includes the following improvements andnew products:

New Cracked Concrete Section (pg 274-306)

New Sustained Load data for EPCONC8, SpaTecPlus and FIX ZA4

New Fire Rated Performance Data for Mechanical and Chemical Anchors (pg 257-273)

New ETA (European Technical Approval) for the latest systems and products

New internally Threaded Inserts - Chemical Injection (pg 88-95)

New Faster Curing High Performance Chemical Injection Structaset401 (pg 63-70/115-122)

New 16mm AnkaScrew- Flanged head (pg 195-202)


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4 www ramset com au 1300 780 063

Section PageNoINTRODUCTION 31 LEGEND OF SYMBOLS 52 NOTATION 6

3 DESIGN PROCESS 7

3.1 Simplified Design Approach 8-113.2 Worked Example 12-15

4 ANCHOR DESIGN SOFTWARE 16-18

5 ANCHOR SELECTION GUIDE 19-235.1 Environmental Considerations 195.2 Installation Considerations 195.3 Anchor Feature Guide 205.4 Anchor Application Guide 215.5 Chemical Resistance Guide 22-23

6 ANCHORING TECHNOLOGY 24-436.1 Derivation of Capacity 246.2 Anchoring Principles 25-276.3 Base Materials 28-296.4 Design 306.5 Tension 31-346.6 Shear 35-366.7 Bending 37

6.8 Combined Loading 386.9 Anchor Groups 396.10 Assembly Torque and Preload 406.11 Long Term Preload Degradation 416.12 Slip Load and Cyclic Loading 426.13 Long Term Slip and Cyclic Loading 426.14 Corrosion 436.15 Fire 43

CHEMICAL ANCHORING -Anchor StudsIntroduction & Estimating Chart 447 ChemSet Anchor Studs7.1 General Information 457.2 Description and Part Numbers 457.3 Engineering Properties 458 ChemSet REO502 Injection8.1 General Information 478.2 Description and Part Numbers 488.3 Engineering Properties 48

8.4 Strength Limit State Design 49-549 ChemSet 801 Injection9.1 General Information 559.2 Description and Part Numbers 569.3 Engineering Properties 569.4 Strength Limit State Design 57-6210 Structaset 401 Injection10.1 General Information 6310.2 Description and Part Numbers 6410.3 Engineering Properties 6410.4 Strength Limit State Design 65-7011 ChemSet 101 PLUS Injection11.1 General Information 7111.2 Description and Part Numbers 7211.3 Engineering Properties 7211.4 Strength Limit State Design 73-7812 ChemSet Maxima Spin Capsules12.1 General Information 7912.2 Description and Part Numbers 8012.3 Engineering Properties 80

12.4 Strength Limit State Design 81-86

CHEMICAL ANCHORING -Threaded InsertsIntroduction 8813 Threaded Inserts13.1 General Information 8913.2 Description and Part Numbers 9013.3 Engineering Properties 9013.4 Strength Limit State Design 91-95

CHEMICAL ANCHORING -Reinforcing Bar AnchorageIntroduction 96ChemSet Reinforcing Bar14.1 Estimating Charts 97-9814.2 Engineering Properties 9815 ChemSet REO502 Injection15.1 General Information 9915.2 Description and Part Numbers 100

15.3 Engineering Properties 10015.4 Strength Limit State Design 101-10616 ChemSet 801 Injection16.1 General Information 10716.2 Description and Part Numbers 10816.3 Engineering Properties 10816.4 Strength Limit State Design 109-114

Section PageNo17 Structaset 401 Injection17.1 General Information 11517.2 Description and Part Numbers 11617.3 Engineering Properties 11617.4 Strength Limit State Design 117-122

18 ChemSet 101 PLUS Injection18.1 General Information 12318.2 Description and Part Numbers 12418.3 Engineering Properties 12418.4 Strength Limit State Design 125-130

CHEMICAL ANCHORING -Post Installed Reinforcing BarIntroduction 13219 Design Process19.1 Design Process to AS3600-2009 13419.2 Worked Example 13519.3 Estimating Charts 136-13719.4 Engineering Properties 13820 ChemSet Reo 502 Injection20.1 General Information 13920.2 Description and Part Numbers 13920.3 Strength Limit State Design 140-14721 ChemSet 801 Injection21.1 General Information 149

21.2 Description and Part Numbers 14921.3 Strength Limit State Design 150-15722 ChemSet 101 PLUS Injection22.1 General Information 15922.2 Description and Part Numbers 15922.3 Strength Limit State Design 160-167

MECHANICAL ANCHORINGIntroduction 16823 SpaTec Plus Safety Anchors23.1 General Information 16923.2 Description and Part Numbers 17023.3 Engineering Properties 17023.4 Strength Limit State Design 171-17624 Boa Coil Expansion Anchors24.1 General Information 17724.2 Description and Part Numbers 17824.3 Engineering Properties 17824.4 Strength Limit State Design 179-18425 TruBolt Stud Anchors

25.1 General Information 18525.2 Description and Part Numbers 18625.3 Engineering Properties 18725.4 Strength Limit State Design 188-19426 AnkaScrew Screw In Anchors26.1 General Information 19526.2 Description and Part Numbers 19626.3 Engineering Properties 19626.4 Strength Limit State Design 197-20227 DynaBolt Plus Sleeve Anchors27.1 General Information 20327.2 Description and Part Numbers 20427.3 Engineering Properties 20427.4 Strength Limit State Design 205-21028 DynaSet Drop In Anchors28.1 General Information 21128.2 Description and Part Numbers 21228.3 Engineering Properties 21228.4 Strength Limit State Design 213-218

BRICK AND BLOCK ANCHORINGIntroduction 22029 Typical Masonry Units 221-22330 ChemSet Injection 101 PLUS30.1 General Information 22430.2 Description and Part Numbers 22530.3 Engineering Properties 22531 AnkaScrew Screw In Anchors31.1 General Information 22631.2 Description and Part Numbers 22731.3 Engineering Properties 22732 DynaBolt Plus Anchor Hex Bolt32.1 General Information 22832.2 Description and Part Numbers 22932.3 Engineering Properties 22933 RamPlug Anchors33.1 General Information 23033.2 Description and Part Numbers 23134 Typical Bolt Performance InformationIntroduction

34.1 Strength Limit State Design Info. 23334.2 Working Load Limit Design Info. 233

CONSTRUCTION CHEMICALSIntroduction 23435.1 Estimating Charts 23535.2 Joint Configuration & Design 235-236

ContentsSpecifiers Resource Book

Section PageNo36 Ramset Epoxy Grout36.1 General Information 23736.2 Typical Properties 23736.3 Curing 23836.4 Anchor Installation - Epoxy Grout 238

36.5 Description and Part Numbers 23837 Ramset Premier Grout MP37.1 General Information 23937.2 Typical Properties 239-24037.3 Curing 24037.4 Description and Part Numbers 240

FIRE RATED PROTECTIONIntroduction 24238 BlazeBrake Polyurethane Foam38.2 General Information 24338.3 Typical Properties 243-24438.4 Description and Part Numbers 24439 BlazeBrake Acrylic Sealant39.1 General Information 24539.2 Typical Properties 245-24639.3 Curing 24639.4 Joint Design 24739.5 Description and Part Numbers 24740 FyreBrake Polyurethane Sealant

40.1 General Information 24840.2 Typical Properties 248-24940.3 Curing 24940.4 Joint Design 24940.5 Description and Part Numbers 25041 Stackwork Fire Collars41.1 General Information 25141.2 Description and Part No. Cast-in 25241.3 Description and Part No. Retrofit 25342 Fire Rated Mech. Anchors42.1 General Information 254-255AnkaScrew Rod & Stud/AnkaScrew /RediDr ive/DynaSet43 SpaTec Plus Fire Rated Mech. Anchors43.1 General Information 25743.2 Description and Part Numbers 25843.3 Engineering Properties 25843.4 Fire Resistance Loads 259-26244 FIX Z A4 Fire Rated Mech. Anchors

44.1 General Information 26344.2 Description and Part Numbers 26444.3 Engineering Properties 26444.4 Fire Resistance Loads 265-26845 EPCON C8 Fire Rated Chem. Anchors45.1 General Information 26945.2 Description and Part Numbers 27045.3 Engineering Properties 27045.4 Fire Resistance Loads 271-273

CRACKED CONCRETEIntroduction 27446 EPCON C8 Chemical Injection Anchor Studs46.1 General Information 27546.2 Description and Part Numbers 27646.3 Engineering Properties 27646.4 Strength Limit State Design 277-282Sustained Loading 28247 EPCON C8 Chemical Inject. Reinforcing Bar47.1 General Information 283

47.2 Description and Part Numbers 28447.3 Engineering Properties 28447.4 Strength Limit State Design 285-290Sustained Loading 29048 SpaTec Plus Safety Anchor48.1 General Information 29148.2 Description and Part Numbers 29248.3 Engineering Properties 29248.4 Strength Limit State Design 293-298Sustained Loading 29849 FIX Z A4 Stud Anchor49.1 General Information 29949.2 Description and Part Numbers 30049.3 Engineering Properties 30049.4 Strength Limit State Design 301-306Sustained Loading 306

Cast-in ANCHORINGIntroduction 30850 Reid Elephant Foot Ferrules

50.1 General Information 30951 Reid Round Bar Ferrules51.1 General Information 309

SPECIFIERS RESOURCE BOOKDESIGN WORKSHEET 310-311


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Suitable for elevated temperate applications.

Structural anchor components made from steel.

Any plastic or non-ferrous parts make no contribution

to holding power under elevated temperatures.

Suitable for use in seismic design.

Anchor has an effective pull-down feature,

or is a stud anchor. It has the ability to clamp

the fixture to the base material and provide

high resistance to cyclic loading.

Has good resistance to cyclic and dynamic

loading. Resists loosening under vibration.

May be used close to edges (or another

anchor) without risk of splitting the concrete.

AISI Grade 316 Stainless Steel, resistant to corrosive

agents including chlorides and industrial pollutants.

Recommended for internal or external applications

in marine or corrosive environments.

Stainless Steel High Corrosion resistance.

HCR Grade 1.4529/1.4565.

Steel Zinc Plated

Minimum thickness 5 micron.

Recommended for internal applications only.

Steel Hot Dipped Galvanised to AS4680-2006

and AS1214-1983.


For external applications.

Steel Mechanically Galvanised



Anchor can be through fixed into substrate

using fixture as template.

Temporary or removable anchor.

Suitable for wall applications.

Suitable for overhead applications.

Suitable for floor applications.

Suitable for hollow brick/block and hollow

core concrete applications.Suitable for use in drilled holes.

Suitable for use in cored holes.

Anchors suitable for use in dry holes.

Anchors suitable for use in damp holes.

Anchors suitable for use in holes

filled with water.

PERFORMANCE RELATED SYMBOLS

Indicates the suitability of product to specific types of performance related situations.

MATERIAL SPECIFICATION SYMBOLS

Indicates the base material and surface finish to assist in selection with regard to corrosion or environmental issues.

INSTALLATION RELATED SYMBOLS

Indicates the suitable positioning and other installation related requirements.

Suitable for contact with drinking water

for human consumption

Suitable for AAC and lightweight concrete

applications.

Corrosion resistant.

Not recommended for direct exposure to sunlight.

Cracked concrete.

HCR

MGAL

We have developed this set of easily recognisable icons to assist with product selection.

1Legend of SymbolsSpecifiers Resource Book


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2NotationSpecifiers Resource Guide

GENERAL NOTATIONa = actual anchor spacing (mm)

ac

= critical anchor spacing (mm)

am = absolute minimum anchor spacing (mm)

Ab = reinforcing bar stress area (mm2)

As = stress area (mm2)

Ast = stress area of reinforcing bar (mm2)

bm = minimum substrate thickness (mm)

db = bolt diameter (mm)

df = fixture hole diameter (mm)

dh = drilled hole diameter (mm)

e = actual edge distance (mm)

ec = critical edge distance (mm)

em = absolute minimum edge distance (mm)

fc = concrete cylinder characteristiccompressive strength (MPa)

fcf = concrete flexural tensile strength (MPa)

fsy = reinforcing bar steel yield strength (MPa)

fu = characteristic ultimate steel

tensile strength (MPa)

fy = characteristic steel yield strength (MPa)

h = anchor effective depth (mm)

hn = nominal effective depth (mm)

g = gap or non-structural thickness (mm)

k1 = see AS3600 - 2009

k2 = see AS3600 - 2009k3 = see AS3600 - 2009

L = anchor length (mm)

Le = anchor effective length (mm)

Lst = length of reinforcing bar to develop

tensile stress st (mm)

Lsy.t

= reinforcing bar length to developsteel yield in tension (mm)

Lsy.t (nom)

= length of reinforcing bar to developfull steel yield in 32 MPa concrete (mm)

Lt = thread length (mm)

n = number of fixings in a group

Nsy= tensile steel yield load capacity

Nub= characteristic ultimate tensile

adhesive bond capacity (kN)

PL = long term, retained preload (kN)

PLi = initial preload (kN)

Pr = proof load (kN)

t = total thickness of fastenedmaterial(s) (mm)

Tr = assembly torque (Nm)

Xe = edge distance effect, tension

Xna = anchor spacing effect, tension

Xnae

= anchor spacing effect, end of a row, tension

Xnai= anchor spacing effect, internal to a row,tension

Xnc = concrete compressive strength effect,

tension

Xne = edge distance effect, tension

Xuc = characteristic ultimate capacity

Xva = anchor spacing effect, concrete edge shear

Xvc = concrete compressive strength effect, shear

Xvd = load direction effect, concrete edge shear

Xvn = multiple anchors effect, concrete edge shear

Xvs = corner edge shear effect, shear

Xvsc

= concrete compressive strength effect,combined concrete/steel shear

Xns= Cracked concrete service temperaturelimits effect

Z = section modulus (mm3)

= concrete cube characteristiccompressive strength (N/mm2)

T = torque co-efficient of sliding friction

x = mean ultimate capacity

st= steel tensile stress

st (nom) = steel tensile stress of reinforcing barbonded into 32 MPa concrete

STRENGTH LIMIT STATE NOTATIONM* = design bending action effect (kN.m)M

u = characteristic ultimate moment

capacity (kN.m)

N* = design tensile action effect (kN)

Ntf = nominal ultimate bolt tensile capacity (kN)

Nu = characteristic ultimate tensile

capacity (kN)

Nuc = characteristic ultimate concrete

tensile capacity (kN)

Nup= characteristic ultimate pull-through capacity (kN)

Nucr= factored characteristic ultimateconcrete tensile capacity (kN)

Nur = design ultimate tensile capacity (kN)

Nurc

= design ultimate concrete tensilecapacity (kN)

Nurp= design ultimate pull-through capacity (kN)

PERMISSIBLE STRESS NOTATIONf

s = factor of safety

fsc = factor of safety for substrate = 3.0

fss = factor of safety for steel in tension

and bending = 2.2

fsv = factor of safety for steel in shear = 2.5M = applied moment (kNm)

Ma = working load limit moment capacity (kNm)

N = applied tensile load (kN)

Na = working load limit tensile capacity (kN)

Nac = working load limit concrete tensile

capacity (kN)

Nar = factored working load limit tensile

capacity (kN)N

as = working load limit steel tensile

capacity (kN)

Nasr

= factored working load limit steeltensile capacity (kN)

Ra = working load limit capacity (kN)

V = applied shear load (kN)

Va = working load limit shear capacity (kN)

Var = factored working load limit shear

capacity (kN)V

as = working load limit steel shear

capacity (kN)

Nus = characteristic ultimate steel tensile

capacity (kN)

Nusr

= factored characteristic ultimatesteel tensile capacity (kN)

Ru = characteristic ultimate capacity

V* = design shear action effect (kN)

Vsf = nominal ultimate bolt shear capacity (kN)

Vu = ultimate shear capacity (kN)

Vuc = characteristic ultimate concrete

edge shear capacity (kN)

Vur = design ultimate shear capacity (kN)

Vurc = design ultimate concrete edge shearcapacity (kN)

Vus = characteristic ultimate steel shear

capacity (kN)

Vusc

= characteristic ultimate combinedconcrete/steel shear capacity (kN)

= capacity reduction factor

c = capacity reduction factor, concrete tension

recommended as 0.6

m = capacity reduction factor, steel bending

recommended as 0.8

n = capacity reduction factor, steel tension

recommended as 0.8

q = capacity reduction factor, concrete edge

shear recommended as 0.6

v = capacity reduction factor, steel shear

recommended as 0.8

p= capacity reduction factor, pull-throughrecommended as 0.65


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This information is provided for the guidance of qualified structural engineers or other suitably skilled persons in the design of anchors. It isthe designers responsibility to ensure compliance with the relevant standards, codes of practice, building regulations, workplace regulationsand statutes as applicable.

This manual allows the designer to determine load carrying capacities based on actual application and installation conditions.

The designer must first select the anchor style/type to suit application and environmental conditions through the use of tables 5.1, 5.2, 5.3,5.4 and 5.5 to identify the specific product features, dimensional properties and environmental characteristics required.

Then select an appropriate anchor size to meet the required load case through the use of either the working load information provided or byuse of the simplified design process described on the page opposite to arrive at recommendations in line with strength limit statedesign principles.

Ramsethas developed this Simplified Design Approachto achieve strength limit state design, and to allow for rapid selection of asuitable anchor and through systematic analysis, establish that it will meet the required design criteria under strength limit state principles.

The necessary diagrams, tables etc. for each specific product are included in this publication.

Ramsethas also developed a software tool Ramset Anchor Design to enable engineers to quickly select suitable anchors for a specificset of design conditions and output the results for project file reference.

See section 4 of this publication for further details and an example of how to use the Ramset Anchor Design software.

3Design ProcessSpecifiers Resource Guide

DesignPr

ocess

N0Rd,c= Cracked concrete cone resistance reduced characteristic

NRk,c = Cracked concrete cone resistance characteristic

N0Rd,p= Cracked concrete combined pull-out concrete cone (pull-through)resistance reduced characteristic

N0Rk,p= Cracked concrete combined pull-out (pull-through) concrete coneresistance - characteristic

NRd,s = Cracked concrete steel tensileresistance reduced characteristic

NRk,s = Cracked concrete steel tensileresistance - characteristic

NRd,p = Design cracked concrete combined

pull-out and concrete cone (pull-through) resistance

NRd = Design cracked concrete tensileresistance

V0Rd,c = Cracked concrete edge resistance reduced characteristic

V0Rk,c = Cracked concrete edge resistance -characteristic

V0Rd,cp= Cracked concrete Pryout failure reduced characteristic

VRk,cp = Cracked concrete Pryout failure -characteristic

VRd,c = Design cracked concrete edge shearresistance

VRd,cp = Design cracked concrete Pryoutfailure

VRd,s = Cracked concrete steel shearresistance reduced characteristic

VRk,s = Cracked concrete steel shearresistance characteristic

VRd = Design cracked concrete shearresistance

Ms

= Partial safety factor for steelresistance (tension and shear)

Msp

= Partial safety factor for combinedpull-out concrete cone (pull-through)resistance

Mc

= Partial safety factor for concrete edgefailure

Mpr

= Partial safety factor for concretepryout failure

STRENGTH LIMIT STATE NOTATION (CRACKED CONCRETE)


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We have developed this design process to provide accurate anchor performance predictions and allow appropriate design solutions in an efficient

and time saving manner.

Our experience over many years of anchor design has enabled us to develop this process which enables accurate and quick solutions without theneed to work labouriously from first principles each time.

PRELIMINARY SELECTION

Establish the design action effects, N* and V* (Tension and Shear) acting on each anchor being examined using the appropriate load combinations

detailed in the AS1170series of Australian Standards.

Refer to charts 5.1, 5.2, 5.3, 5.4 and 5.5 in order to select an anchor type that best meets the needs of your application.

STRENGTH LIMIT STATE DESIGN

Refer to table 1a, Indicative combined loading Interaction Diagram

for the anchor type selected, looking up N* and V* to select the anchor

size most likely to meet the design requirements.

Note that the Interaction Diagram is for a specific concretecompressive strength and does not consider edge distance and anchor

spacing effects, hence is a guide only and its use should not replace a

complete design process.

ACTION Note down the anchor size selected.

Having selected an anchor size, check that the design values for edgedistance and anchor spacing comply with the absolute minima detailedin table 1b. If your design values do not comply, adjust the design

layout.

Calculate the anchor effective depth as detailed in step 1c.

This is an important structural dimension that will be referred to in

subsequent tables.

Typically, greater effective depths will result in greater concretetensile capacities.

ACTION Note down the anchor effective depth, h. Note also the product part no. referenced.

If the above questions are answered satisfactorily,

proceed to step 2.

Select anchor to be evaluated

STEP 1

Checkpoint 1

Anchor size selected ?

Absolute minima compliance achieved ?

Anchor effective depth calculated ?

3.1Simplified DesignApproach

DesignProcess


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Referring to table 2a, determine the reduced characteristic ultimate

concrete tensile capacity (Nuc). This is the basic capacity,

uninfluenced by edge distance or anchor spacings and is for the

specific concrete compressive strength(s) noted.

ACTION Note down the value for Nuc

Calculate the concrete compressive strength effect, tension, Xncby

referring to table 2b. This multiplier considers the influence of the

actual concrete compressive strength compared to that used in table

2a above.

ACTION Note down the value for Xnc

If the concrete edge distance is close enough to the anchor beingevaluated, that anchors tensile performance may be reduced. Use

table 2c, edge distance effect, tension, Xneto determine if the design

edge distance influences the anchors tensile capacity.

ACTION Note down the value for Xne

For designs involving more than one anchor, consideration must be

given to the influence of anchor spacing on tensile capacity. Use either

of tables 2d or 2e to establish the anchor spacing effect, tension, Xnae

or Xnai.

ACTION Note down the value of Xnaeor Xnai

This calculation takes into consideration the influences of concretecompressive strength, edge distance and anchor spacing to arrive at the

design reduced concrete tensile capacity.

ACTION Note down the value of Nurc

Verify concrete tensile capacity - per anchorSTEP 2

Design reduced concrete tensile capacity, Nurc

Nurc

= Nuc*X

nc*X

ne*( X

naeor X

nai) (kN)

Having calculated the concrete tensile capacity above (Nurc),

consideration must now be given to other tensile failure mechanisms.

Calculate the reduced characteristic ultimate steel tensile capacity

(Nus) from table(s) 3a.

ACTION Note down the value of Nus

For internally threaded anchoring products that utilise a separate

bolt such as the DynaSetanchor, make use of step 3b to verify the

reduced characteristic ultimate bolt steel tensile capacity (Ntf).

Now that we have obtained capacity information for all tensile failure

mechanisms, verify which one is controlling the design.

This completes the tensile design process, we now look to verify that

adequate shear capacity is available.

Verify anchor tensile capacity - per anchorSTEP 3

Design reduced ultimate tensile capacity, Nur

Nur= minimum of N

urc, N

us, N

tf

Check N* / Nur1,

if not satisfied return to step 1


DesignPr

ocess


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Referring to table 4a, determine the reduced characteristic ultimate

concrete edge shear capacity (Vuc). This is the basic capacity,

uninfluenced by anchor spacings and is for the specific edge distance

and concrete compressive strength(s) noted.

ACTION Note down the value for Vuc

Calculate the concrete compressive strength effect, shear, Xvcby

referring to table 4b. This multiplier considers the influence of the

actual concrete compressive strength compared to the nominal value

used in table 4a above.

ACTION Note down the value for Xvc

The angle of incidence of the shear load acting towards an edge isconsidered through the factor Xvd, load direction effect, shear.

Use table 4c to establish its value.

ACTION Note down the value for Xvd

For a row of anchors located close to an edge, the influence of the

anchor spacing on the concrete edge shear capacity is considered by

the factor Xva, anchor spacing effect, concrete edge shear.

Note that this factor deals with a row of anchors parallel to the edgeand assumes that all anchors are loaded equally.

If designing for a single anchor, Xva= 1.0

ACTION Note down the value for Xva

In order to distribute the concrete edge shear evenly to all anchorswithin a row of anchors aligned parallel to an edge, calculate the

multiple anchors effect, concrete edge shear, Xvn.

If designing for a single anchor, Xvn= 1.0

Examples

This calculation takes into consideration the influences of concrete

compressive strength, edge distance and anchor spacing to arrive at

the design reduced concrete shear capacity.

For a design involving two or more anchors in a row parallel to an

edge, this value is the average capacity of each anchor assuming each

is loaded equally.

ACTION Note down the value of Vurc

Note:Consider capacity of two anchors in rowclosest to edge only,

ie. anchor load = V*TOTAL/2 to each anchor.

ACTION Note down the value for Xvn

Verify concrete shear capacity - per anchorSTEP 4

Design reduced concrete shear capacity, Vurc

Vurc

= Vuc*X

vc*X

vd*X

va*X

vn(kN)

n = 3

V*TOTAL

n = 2

V*TOTAL

n = 2

V*TOTAL

Assume slotted holes toprevent shear take up.


DesignProcess


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Having calculated the concrete shear capacity above (Vurc),

consideration must now be given to other shear failure mechanisms.

Calculate the reduced characteristic ultimate steel shear capacity

(Vus) from table(s) 5a.

ACTION Note down the value for Vus

For internally threaded anchoring products that utilise a separate

bolt such as the DynaSetanchor, make use of step 5b to verify the

reduced characteristic ultimate bolt steel shear capacity (Vsf).

Verify anchor shear capacity - per anchorSTEP 5

Now that we have obtained capacity information for all shear failure

mechanisms, verify which one is controlling the design.

This completes the shear design process, we now look to verify that

adequate combined capacity is available for load cases having both

shear and tensile components.

Design reduced shear capacity, Vur

Vur= minimum of Vurc, Vus, Vsf

Check V* / Vur1,


For load cases having both tensile and shear components, verify that

the relationship represented here is satisfied.

Combined loading and specificationSTEP 6

Check

N*/Nur

+ V*/Vur

1.2,



DesignPr

ocess


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Verify capacity of the anchors detailed below:

Given data:

As the design process considers design action effects PER anchor,

distribute the total load case to each anchor as is deemed appropriate.

In this case, equal load distribution is considered appropriate hence,

Given that each of the interior anchors is influenced by two adjacent

anchors, verify capacity for anchor B in this case.

From the information presented in tables 5.1 5.5, it is established

that SpaTecPlus anchors will be suitable for selection.

Having completed the preliminary selection component of the design

process, commence the Strength Limit State Design process.

Concrete compressive strength fc 50 MPa

Design tensile action effect N*TOTAL 80 kN

Design shear action effect V*TOTAL 180 kN

Edge distance e 250 mm

Anchor spacing a 150 mm

Fixture plate + grout thickness t 17 mm

No. of anchors in shear n 4

Design tensile action effect (per anchor) N* 20 kN

Design shear action effect (per anchor) V* 45 kN

A B C D

V*TOTAL

= 30

250

150 150 150

3.2Worked ExampleStrength Limit State Design

DesignProcess


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Refer to table 1a, Indicative combined loading interaction diagram

on page 171. Applying both the N* value and V* value to the

interaction, it can be seen that the intersection of the two values falls

within the M16 band.

ACTION M16 anchor size selected.

Confirm that absolute minima requirements are met.

From table 1b (page 171) for M16 SpaTecPlus, it is required that

edge distance, e > 160 mm. and that anchor spacing,

a > 105 mm.

The design values of e = 250 mm and a = 150 mm comply with

these minima, hence continue to step 1c.

The effective depth, h, is calculated by making reference to the

Description and Part Numbers table on page 170 and calculating

effective depth, h = Le- t.

Hence, h = 125 - 17

= 108 mm

ACTION h = 108Anchor selected is SP16145

Select anchor to be evaluatedSTEP 1

Anchor size selected ? M16

Absolute minimaYes

compliance achieved ?

Anchor effectiveh = 108 mm with SP16145

depth calculated ?

Referring to table 2a, consider the value obtained for an M16 anchor

at h = 110 mm (closest to our design value of h = 108 mm).

ACTION Nuc= 54.6 kN

Verify the concrete compressive strength effect, tension, Xncvalue

from table 2b.

ACTION Xnc= 1.25

Verify the edge distanced effect, tension, Xnevalue from

table 2c.

ACTION Xne= 1.00 (no effect)

As we are considering anchor B for this example, use table 2e

on page 173 to verify the anchor spacing effect, internal to a row,

tension, Xnaivalue. If we were inspecting anchors A or D we would

use table 2d for anchors at the end of a row.

ACTION Xnai= 0.45

ACTION Nurc= 30.7 kN

Verify concrete tensile capacity - per anchorSTEP 2

Design reduced concrete tensile capacity, Nurc

Nurc

= Nuc*X

nc*X

ne*X

nai (kN)

= 54.6*1.25

*1.00

*0.45

= 30.7 kN


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From table 3a, verify the reduced characteristic ultimate steel tensile

capacity, Nus.

For an M16 SpaTecPlus, Nus= 100.5 kN.

ACTION Nus= 100.5 kN

Verify anchor tensile capacity - per anchorSTEP 3

Nur= minimum of N

urc, N

us

In this case Nur= 30.7 kN(governed by concrete capacity).

Check N* / Nur1,

20 / 30.7 = 0.65 1Tensile design criteria satisfied, proceed to Step 4.

Referring to table 4a, consider the value obtained for an M16 anchor

at e = 250 mm.

ACTION Vuc= 80.2 kN

Verify the concrete compressive strength effect, tension, Xvcvalue

from table 4b.

ACTION Xvc= 1.25

Verify the load direction effect, concrete edge shear, Xvd

value using table 4c.

ACTION Xvd= 1.32 for angle of 30 degrees to normal.

Verify the anchor spacing effect, concrete edge shear, Xva

value using table 4d.

ACTION Xva= 0.62

In order to distribute the shear load evenly to all anchors in the group,

the multiple anchors effect, concrete edge shear, Xvnvalue is retrieved

from table 4e.

The ratio of (a / e) for this design case is 150 / 250 = 0.6.

ACTION Xvn= 0.69

ACTION Vurc= 56.6 kN

Verify concrete shear capacity - per anchorSTEP 4

Design reduced concrete shear capacity, Vurc

Vurc

= Vuc*X

vc*X

vd*X

va*X

vn (kN)

= 80.2*1.25

*1.32

*0.62

*0.69

= 56.6 kN

From table 5a, verify the reduced characteristic ultimate

steel shear capacity, Vus.

The shear capacity available from the SpaTecPlus anchor is

subject to its effective depth, h value. As was noted earlier

h = 108 mm for this example, hence,

for an M16 SpaTec

Plus at h = 108 mm, Vus= 104.5 kN

ACTION Vus= 104.5 kN

Verify anchor shear capacity - per anchorSTEP 5

Vur= minimum of V

urc, V

us

In this case Vur= 56.6 kN

(governed by concrete capacity).

Check V* / Vur1,

45 / 56.6 = 0.80 1Shear design criteria satisfied, proceed to Step 6.


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Check that the combined loading relationship is satisfied:

Review the design process and examine the critical factors influencing

the overall anchor capacity.

For tension (governed by concrete failure),

Nuc = 54.6 kN

Xnc = 1.25

Xne = 1.00

Xnai = 0.45

It can be seen from the above values that whilst the concrete

compressive strength effect, Xncimproves the design ultimate tensile

capacity, the anchor spacing effect, Xnaisignificantly reduces designultimate tensile capacity.

Possible solution: Increase anchor spacing to raise the value of Xnai.

For shear (governed by concrete failure),

Vuc = 80.2 kN

Xvc = 1.25Xvd = 1.32

Xva = 0.62

Xvn = 0.69

Again, the concrete compressive strength effect, Xvcimproves thedesign ultimate shear capacity. Anchor spacing effect, Xvareduces the

design ultimate shear capacity.

Possible solution: Increase anchor spacing to raise the value of Xva.

Note that increasing the anchor spacing for this design will improve

Xnai, Xvaand Xvn.

Re-consider the design using the adjusted values with anchor spacing,

a set at 200 mm.

Nuc = 54.6 kNXnc = 1.25

Xne = 1.00

Xnai = 0.61

Hence Nurc= 41.6 kN (at a = 200 mm).

Vuc = 80.2 kN

Xvc = 1.25Xvd = 1.32

Xva = 0.66

Xvn = 0.74 (at a = 200 mm, hence a / e = 0.8)

Hence Vurc= 64.6 kN (at a = 200 mm).

Now,

Combined loading and specificationSTEP 6

N*/Nur+ V*/V

ur1.2,

20 / 30.7 + 45 / 56.6 = 1.44 > 1.2

Combined loading criteria FAILED.

N*/Nur+ V*/V

ur1.2,

20 / 41.6 + 45 / 64.6 = 1.17 < 1.2

Combined loading criteria PASSES.


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4.1.1 RAMSETANCHOR DESIGN SOFTWAREv1.3

RamsetAnchor Design Software is provided to assist in the choiceof a suitable fastener which meets a specific set of design inputs and

is intended for use by suitably qualified design professionals.

The program attempts to acquire the minimum data needed to fullyspecify the anchoring problem,

substrate details

adverse environments

interfering edges and anchorsload case information

and to offer a range of anchors which meet the requirement.

Additional information prompts with defaults, ensuring it has been

considered. Once a selection has been made all inputs, calculated

values and installation details are available as output.

The RamsetAnchor Design Software is ideal for consideringcomplex anchor layouts and grouped anchor configurations. Note

that the calculations being performed relate to the single fastener

currently at the reference location. The software provides acalculation of the viability of THAT anchor and assumes that all

other anchors:

are the same typehave the same installation conditions,are subject to the same force.

For multiple anchor connections, the design professional must

therefore distribute the applied load case(s) to each anchor in thegroup and evaluate each anchor separately.

This approach allows the designer flexibility in distributing loads

to anchors so as to optimise the connection detail without the

constraints of a software imposed distribution method.

The software will check that the substrate thickness is adequate for

allowing anchor capacity to be generated. The Structural Engineershould check the substrates sectional capacity for resisting the

applied load.

By default the software will select from a wide range of fasteners

types that suit the design parameters of the specific anchor.

4.1.2 USE OF THE RAMSETDESIGNSOFTWARE

Having installed and run the program proceed to the toolbar at the topof the screen and select the New button, this will bring you to thefirst of four input screens.

Project/Customer Details

On the first screen (Fig. 1) enter Project/Customer Details.These are simply details that will help identify the project you are

designing and will form part of the printed output that can be stored as

part of the project documentation.

Fig. 1

On completion of these details, the Next button located on thebottom of the screen will move you onto the second input screen.

Material Details

On the second screen (Fig. 2) enter the Material Details.These refer directly to the substrate properties of the project you are

designing.

Fields which must be completed are;

Fixture and Non Structural Space Thickness

This refers to the thickness of the fixture and the non structural gapwhich is any non structural material (e.g. plaster, grout, packer,

foam) in between the substrate and the fixture.

Structural Depth and Compressive StrengthThis refers to the substrate thickness and its compressive

strength. Note that the program assumes the substrate is a solid

homogeneous material with a particular compressive strength.

Therefore it cannot design hollow block fixings, however core-filled blockwork can be analysed using an equivalent compressive

strength value.

4Anchor DesignSoftware

AnchorD

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Fields which may be completed to help define the anchor selection

criteria are:

(Note if these fields are left blank then the program will consider allpossible anchors in the range that would be suitable for the designconditions you impose.)

Fastener EnvironmentThese boxes can be ticked if there is a particular attribute the

anchor must exhibit. e.g. Selecting the Corrosive attribute will

ensure only galvanised and stainless steel fixings are considered and

ignore zinc plated anchors.

Anchor for ConsiderationYou can individually select specific anchor types to be considered in

the design, and ignore any that you do not wish to be evaluated.

The screen should then be similar to the following.

On completion of the details, the Next button will move you onto thethird input screen, or alternatively hit Previous to make any changesto the first input screen.

Layout of Dimensional Considerations

On the third screen (Fig. 3) enter the layout of edges and otherfasteners which may affect the design.

These are details on the anchor layout, which enable any loss in

capacity due to being close to an edge or a neighbouring fastener, of

the particular connection you are designing to be taken into account.

Select the Layout button.

Select your anchor group configuration, e.g. for a 2 x 2 anchor layout

select the four line. Now fill out all the applicable edge distances

and spacings. Note that you do not have to enter in all the edges ifthe anchors are located internally within a slab or panel. Once you are

satisfied with the layout, select the Finish button.

Fig. 2

You will notice from Fig. 4 that the fastener in the cross hairs is the

reference fastener location upon which all calculations are made. You

are able to change the fastener being evaluated to one of the otheranchors - details on how to do this can be found by selecting the

Help button.

The Concrete Compaction Factor represents the quality of theconcrete. For well vibrated and compacted concrete, this value should

be set at 1.0. For poorly finished or unsupervised edge concrete, set

the value at 1.5.

On Completion of all details, the Next

button moves you onto thefinal input screen, or alternatively select Previous to make anychanges to the second input screen.

Limit State or Working Load Design

The fourth screen (Fig. 4) requires you to enter either theLimit Stateor Working Load Design Loads - applied load on thesingle anchor position selected. This refers to the loads appliedon the anchor in question, and can either be entered in as a strength

Limit State Load or a Working Load.

To design in strength Limit State, select the Change to Limit State

Design button. You can then adjust the reduction factors as required.

Finally input the applied loads on the anchor you are designing,remembering that this load is applied to the single anchor position

only.

You will note that the Shear force is split into Y and Z axiscomponents. Entering a +ve load in the Y box will mean it will bedirected toward the top of the screen, if you wish to direct the load in

the opposite direction simply input the value as a -ve load. Likewise for

the Z axis.

Fig. 3

4Anchor DesignSoftware

AnchorDesign

Software


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You will notice on the above screen that the anchors are listed in orderof capacity utilised and also display a relative cost, which is an indexcost allowing you to compare the approximate installed cost of the

various types of suitable anchors.

Select your preferred anchor via the Select button and the screenwill then show the design output screen. This screen shows you the

Design Inputs, parameters which you have entered and computed

Design Outputs which includes capacities, governing factors

and installation dimensions. If you would like to see the detailed

calculations, then select the relevant tabs, i.e. Design, Layout, CrossSection and Installation.

On completion, the Finish button will commence the computation

of all the possible solutions for the parameters you have entered.The possible solutions will be displayed in the Possible Acceptable

Anchors dialogue box.

It is important to note that if the input design parameterswere incomplete or no possible solutions could be found,the program will advise as to the reasons why, (e.g. anchorstoo close to edge). You are then able to adjust the design asdetailed, using the design input icons on the summary outputscreen (Fig. 6).

Fig. 4

Fig. 5

The icons in the top right hand corner of the screen enable you to

navigate through the completed design.

The first four from the left are actually the four design input screens

you have just completed.

The fifth icon (calculator icon) allows you to recalculate for possible

solutions in case you make any amendments or would like to select adifferent anchor.

The next icon (printer icon) allows you to print a summary of the

design, which will show the project description, anchor layout, design

inputs and outputs. More detailed printouts are available if you go to

File then Print... then select the printout you would like.

The next icon (disk icon) allows you to save the design for futurereference and can be retrieved at a later date.

For a copy of our latest Design Software, contact your local specialist

RamsetSales Engineer (details on inside front cover) for ademonstration.

Fig. 6

4 Anchor DesignSoftware

AnchorD

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ANCHORSpaTecPlus

BoaCoil

FIXZA4

TruBolt

AnkaScrew

DynaBolt

DynaSet

Plus

RamPlug

EPCONC8

ChemSetReo

502

ChemSet

801

Structaset

401

ChemSet

101

Plus

ChemSet

Spin

Coastal Environment External (SS) (SS) (SS) (SS) (SS) (SS) (SS) (SS) (SS) (SS) (SS)

Coastal Environment Internal (SS) (SS) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal)

Inland Environment External (Zn) (Zn) (SS) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn)

Inland Environment Internal (Zn) (Zn) (SS) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn)

Tropical Environment External (SS) (SS) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal)

Tropical Environment Internal (Zn) (Zn) (SS) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn)

Alpine Environment External (SS) (SS) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal)

Alpine Environment Internal (Zn) (Zn) (SS) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn) (Zn)

Industrial Environment External (SS) (SS) (SS) (SS) (SS) (SS) (SS) (SS) (SS) (SS) (SS)

Industrial Environment Internal (SS) (SS) (SS) (SS) (SS) (SS) (SS) (SS) (SS) (SS) (SS)

Internal Wet Areas (SS) (SS) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal)

ANCHOR

SpaTecPlus

BoaCoil

FIXZA4

TruBolt

AnkaScrew

DynaBoltPlus

DynaSet

RamPlug

EPCONC8

ChemSet

Reo

502

ChemSet

801

Structaset

401

ChemSet

101

Plus

ChemSet

Spin

Dry Hole

Damp Hole (SS) (SS) (Gal) (Gal) (Gal) (SS) (Gal) (Gal) (Gal) (Gal) (Gal) (Gal)

Water Filled Hole (SS) (SS) (SS) (SS) (SS) (SS) (SS) (SS)Submerged Hole

After Set (SS) (SS) (SS) (SS) (SS) (SS) (SS) (SS) (SS) (SS) (SS)

Fire Resistant

Solid Concrete Hollow Block

(Cavity) * *

Solid Clay Brick

Wire Cut Clay Brick * *

Cracked Concrete

Sustained Loading * With accessories

5.1-2ConsiderationsEnviromental / Installation

AnchorSelectionGuide

5.2 Installation Considerations

5.1 Environmental Considerations

LEGEND = Recommended = Possible


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PRODUCT PERFORMANCE RELATED MATERIAL SPECIFICATION

SpaTecPlus Safety Anchor BoaCoil Anchor FIX ZA4 Anchor TruBoltAnchor

AnkaScrewScrew-In Anchor DynaBoltPlus Anchor DynaBoltPlus Anchor Hex Bolt DynaSetDrop-In Anchor RamPlugAnchor EPCONC8 Injection & Stud EPCONC8 Injection & Rebar ChemSetReo 502Injection & Stud ChemSetReo 502Injection & Thr'd Ins ChemSet801 Injection & Stud Structaset401 Injection & Stud Structaset401 Injection & Thr'd Insert ChemSet101 Plus Injection & Stud ChemSetMaximaSpin Capsule & Stud

The following chart provides a quick guide for selecting the appropriate RamsetConcrete Anchor to suit your needs.Please refer to the Legend of Symbols below each table for a detailed explanation of the symbols used.

5.3Anchor FeatureGuide

5.3 Anchor Feature Guide

Suitable for elevated temperate applications.

Structural anchor components made from steel.

Any plastic or non-ferrous parts make no contribution

to holding power under elevated temperatures.

Suitable for use in seismic design.

Anchor has an effective pull-down feature,

or is a stud anchor. It has the ability to clamp

the fixture to the base material and provide

high resistance to cyclic loading.

Has good resistance to cyclic and dynamic

loading. Resists loosening under vibration.

May be used close to edges (or another

anchor) without risk of splitting the concrete.

AISI Grade 316 Stainless Steel, resistant to corrosive

agents including chlorides and industrial pollutants.

Recommended for internal or external applications

in marine or corrosive environments.

Stainless Steel High Corrosion resistance.

HCR Grade 1.4529/1.4565.

Steel Zinc Plated


Recommended for internal applications only.

Steel Hot Dipped Galvanised to AS4680-2006

and AS1214-1983.



Steel Mechanically Galvanised

Minimum thickness 42 micron.For external applications.

Temporary or removable anchor.

PERFORMANCE RELATED SYMBOLS

Indicates the suitability of product to specific types of performance related situations.

MATERIAL SPECIFICATION SYMBOLS

Indicates the base material and surface finish to assist in selection with regard to corrosion or environmental issues.

Corrosion resistant.Not recommended for direct exposure to sunlight.

Cracked concrete.

HCR

MGAL

AnchorS

electionGuide

LEGEND = Recommended

HCRMGAL


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5.4Anchor ApplicationGuide

5.4 Anchor Application Guide

Anchor can be through fixed into substrate

using fixture as template.

Suitable for wall applications.

Suitable for overhead applications.

Suitable for floor applications.

Suitable for hollow brick/block and hollow

core concrete applications.Suitable for use in drilled holes.

Suitable for use in cored holes.

Anchors suitable for use in dry holes.

Anchors suitable for use in damp holes.

Anchors suitable for use in holes

filled with water.

INSTALLATION RELATED SYMBOLS

Indicates the suitable positioning and other installation related requirements.

Suitable for contact with drinking water

for human consumption

Suitable for AAC and lightweight concrete

applications.


PRODUCT APPLICATIONS

SpaTecPlus Safety Anchor StainlessSteel

BoaCoil Anchor

FIX ZA4 Anchor StainlessSteel

TruBoltAnchor StainlessSteel

AnkaScrewScrew-In Anchor

DynaBoltPlus Anchor StainlessSteel

DynaBoltPlus Anchor Hex Bolt

DynaSetDrop-In Anchor StainlessSteel

RamPlugAnchor

EPCONC8 Injection & Stud StainlessSteel

EPCONC8 Injection & Rebar StainlessSteel

ChemSetReo 502Injection & Stud ChemSetReo 502Injection & Threaded Insert

ChemSet801 Injection & Stud StainlessSteel

Structaset401 Injection & Stud Stainless

Steel

Structaset401 Injection & Threaded Insert StainlessSteel

ChemSet101 Plus Injection & Stud ChemSetMaximaSpin Capsule & Stud

LEGEND = Recommended


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5.5Chemical ResistanceGuide

AnchorS

electionGuide

Resistance of anchors exposed to:

Adhesives Fixings

Chemical Environment Concentration

ChemSet

101 Plus

Structaset

401

ChemSet

801 Reo 502

Maxima SS Gal ZincAcetic Acid Aqueous Solution 10% - -

Acetic Acid Glacial 100% -

Acetone 100% - - -

Ammonia 100% - - - -

Ammonium Hydroxide 5% - - - - -

Ammonium Hydroxide 9% - - - C - - - -

Aniline 100% - - - - - - -

Aqueous Solution Aluminium Chloride Saturated - - - -

Aqueous Solution Aluminium Nitrate 10% - - - -

Beer 100% - - - -

Benzene 100% - - -

Benzoic Acid Saturated - - - - -Benzyl Alcohol 100% - - - - -

Butyl Alcohol 100% C C C - - - - -

Butyl Lactic Acid 100% - - - - - - -

Calc ium Sulphate Aqueous Solution Saturated - - - - -

Carbon Dioxide 100% - - - - - -

Carbon Monoxide Gas - - -

Carbon Tetrachloride 100% C C C - - - -

Caustic Soda 20% - - - - - - -

Cement in suspension Saturated - - - - - -

Chlorine Water Saturated - - - -

Chloro Benzene 100% - - - - -

Citric Acid Aqueous Solution Saturated - - -

Cyclohexanol 100% - - - - -

Diesel fuel 100% C - - - -

Diethylene Glycol 100% - - - - -

Ethanol 95% C C - - - - -

Ethanol Aqueous Solution 20% C C C - - -

Ethanol Aqueous Solution 15% - - - - - -

Ethyl Acetate 100% - - - - - -

Ethylene Glycol 100% - - - - - - -

Heptane 100% C - - -

Hexane 100% C C C - - - -

Hydrochloric Acid 4% C - -

Hydrochloric Acid 15% - - -

Hydrochloric Acid 25% C C C - - -

Hydrogen Fluoride 20% - - - - -

LEGEND

= Retains 80% of properties when exposed up to 75C = Not Resistant C = Occasional contact up to 25C - = Information not available at time of publication


23/312


5.5Chemical ResistanceGuide


Resistance of anchors exposed to:

Adhesives Fixings

Chemical Environment ConcentrationChemSet

101 Plus

Structaset

401

ChemSet

801Reo 502 Maxima SS Gal Zinc

Hydrogen Peroxide (Bleach) 5% - - - - -

Hydrogen Peroxide (Bleach) 40% - - - - -

Hydrogen Sulphide Gas 100% - - - - -

Isopropyl Alcohol 100% C C - - - -

Jet Fuel 100% - - - - -

Linseed Oil 100% - -

Lubricating Oil 100% - - - -

Methanol 15% - - - -

Methanol 100% - - - - -

Methylene Chloride 100% - - - - - - -

Mineral Oil 100% - - - -

Nitric Acid < 20% - - - -

Nitric Acid 20 - 70% - - - - -

Parafin / Kerosene (Domestic) 100% C - - - - -

Perchloroethylene 100% - - - - - -

Petroleum 100% - - -

Phenol Aqueous Solution 1% - -

Phenol Aqueous Solution 100% - -

Phosphoric Acid 9% C -

Phosphoric Acid 50% - - -

Potassium Hydroxide (Caustic Potash) 10% / pH 13 C C C - - - -

Potassium Hydroxide (Caustic Potash) 100% - - - - - - -

Sea Water 100% C -

Sodium Hydroxide 20% - - - - - - -

Sodium Hypochlorite Solution 5 - 15% C C - - - - -

Styrene 100% - - - - -

Sulphur Dioxide (40C) 5% - - - - -

Sulphur Dioxide Solution 10% - - - - -

Sulphuric Acid 10% C

Sulphuric Acid 30% - -

Sulphuric Acid 50% - - -

Suphurous Acid 100% - - - - -

Toluene 100% - - - C - -

Turpentine 100% C C C - - - -

Washing Powder 100% - - - -

Water 100%

White Spirit 100% - - - - -Xylene 100%

LEGEND

= Retains 80% of properties when exposed up to 75C = Not Resistant C = Occasional contact up to 25C - = Information not available at time of publication


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AnchoringTechnology

6.1DERIVATION OF CAPACITYInternationally, design standards are becoming more probabilistic in

nature and require sound Engineering assessment of both load case

information and component capacity data to ensure safety as well as

economy.

Published capacity data for RamsetFasteners anchoring productsare derived from Characteristic Ultimate Capacities.

From a series of controlled performance tests, Ultimate Failure Loads

are established for a product.

Obviously, the value obtained in each test will vary slightly, and after

obtaining a sufficient quantity of test samples, the Ultimate FailureLoads are able to be plotted on a chart.

Test values will typically centre about a mean value.

Once the mean Failure Load is established, a statistically sound

derivation is carried out to establish the Characteristic Ultimate

Capacity which allows for the variance in results as well as mean

values.

The Characteristic Value chosen is that which ensures that a 90%

confidence is obtained that 95% of all test results will fall above

this value.

x = Mean Ultimate Capacity

Xuc = Characteristic Ultimate Capacity

Tested ultimate load

Quantityoftestresults

xXuc

AnchoringTechnology

1Derivation of CapacityAnchor Technology


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6.2.1 GENERAL

Ramsetanchors are high quality, precision made fastenings secured

with either a torque induced setting action, a displacement inducedsetting action or a chemical bonding action.

Resistance to tensile loads is provided by mechanisms which depend

upon the type of anchor and its method of setting. Information on the

elements that comprise the resistance mechanisms is given separately

for each type of anchor.

Generally, shear load resistance mechanisms are more uniform amongst

anchors, and comprise these elements:

the bolt or stud, and in some cases, the steel spacer of the anchor.the ability of the anchor to resist the bending moment induced by

the shear force.the compressive strength of the concrete.

the shear and tensile strength of the concrete at the surface of the

potential concrete failure wedge.

When loaded to failure in concrete shear, an anchor located near an

edge breaks a triangular wedge away from the concrete.

e

Load

Anchor

Concrete Wedge

Drilled hole

CONCRETE WEDGE FAILURE MODE

6.2.2 TORQUE SETTING ANCHORS

SpaTecPlus, TruBolt, and DynaBolt Plus anchors are inserted

through the hole in the fixture, into a hole drilled into the concrete, andare set by the application of assembly torque to the nut or bolt head.

The diameter of the drilled hole is slightly larger than the outer

diameter of the anchor. When torque is applied to the bolt head or

nut of the anchor, the cone is drawn up into the sleeve to expand its

effective diameter. The wedge action of the cone nut in the sleeve

increases with increasing torque. The reaction of the concrete against

the expanded sleeve of the anchor creates a high friction force

between the anchor and the wall of the drilled hole. The body of the

concrete contains and restricts the expansion forces. The application

of assembly torque produces a preload between the fixture and theconcrete.

If increasing load were to be applied to the fixture, preload would

reduce and finally be removed. At this point, the steel cone would

begin to be drawn further into the expansion sleeve. When loaded to

failure in concrete tension, the failure mode of a correctly installedanchor is characterised by the formation of a concrete cone, the apex

of which is located at the effective depth of the anchor.

Alternatively, if the tensile capacity of the steel is exceeded, the anchor

will break.

TORQUE SETTING ACTION

SpaTecPlus, TruBolt& DynaBolt Plus Anchors

continued over

AnchoringTe

chnology

6.2 Anchoring PrinciplesAnchoring Technology


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6.2.2 TORQUE SETTING ANCHORS cont.

Effective depth is the effective length, Leof the anchor less the fixture

thickness, t.

h = Le- t

Note that for the purpose of calculating h, the fixture thickness t

should include the thickness of non structural grout, packing, etc.

Applied tensile loads are resisted by these elements:

the anchor bolt or stud.

the wedge action of the steel cone in the sleeve.

friction between the expanded sleeve and the drilled hole.

shear and tension at the surface of the potential concrete cone.

6.2.3 ROTATION SETTING ANCHORS

The BoaCoil anchor is set by driving the anchor into the hole with

a hammer up to the depth set mark and then, using a spanner orwrench, rotating the bolt through the coil, thereby setting the anchor.

The diameter of the drilled hole is a similar size to that of the anchor.

Resistance to tensile load is provided by the two (2) components which

make up the BoaCoil anchor, the bolt and the coil.

The reaction of the concrete against the expanded anchor creates a

high friction force and an undercut forms between the anchor and

the hole wall. The body of the concrete contains and restricts the

expansion forces. The action of tightening the anchor bolt against thefixture produces a preload between the fixture and the concrete.

As the applied tensile load increases, a commensurate decrease in

preload occurs, until at some point after all preload has been removed,

first slip occurs.

Concrete is locally crushed around the coil as it beds in further,

accompanied by an increase in load capacity.

When failure occurs in the concrete the mode of failure is a broaching

effect whereby load is still being held until the applied load is

equivalent to the shear and tensile capacity of the concrete, at this

point a cone of failure occurs.

h

Le

t

Applied tensile load

Anchor

CONCRETE CONE FAILURE MODE

AnchoringTechnology



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6.2.4 DISPLACEMENT SETTING ANCHORS

DynaSetanchors are inserted into a drilled hole, and set

by the displacement of the expander plug.

The diameter of the drilled hole is slightly larger than the outer

diameter of the anchor. When the expander plug is fully driven home

(displaced), it expands the lower portion of the anchor body, to

increase its effective diameter. Because the anchor is expanded by

a series of blows from a setting punch, a certain amount of shock

loading is imparted to the concrete immediately adjacent. The reaction

of the concrete against the expanded body of the anchor creates a

high friction force between the anchor and the wall of the drilled hole.The body of the concrete contains and restricts the expansion forces.

A bolt is subsequently screwed into the anchor.

The mode of failure in concrete tension is characterised by the formation

of a shear cone, the apex of which is located at the effective depth of the

anchor.

Applied tensile loads are resisted by the following elements:

the bolt.

the steel annulus of the anchor.

friction between the expanded anchor and the drilled hole.

shear and tension at the surface of the potentialconcrete cone.

6.2.5CHEMICAL ANCHORS

ChemSetInjection Systems, ChemSetMaximaSpin Capsules,

ChemSetHammer Capsules anchors are set in a drilled hole by thehardening of the chemical adhesive.

The adhesive penetrates the pores and irregularities of the basematerial and forms a key around the threads of the stud. The curedadhesive becomes a hard, strong material that transfers load to the

base material via mechanical and adhesive bonds with the surface of

the drilled hole.

When tested to failure, a shallow concrete cone may form at the top

of the anchor. This cone does not necessarily contribute to the tensile

strength of the anchor, but simply registers the depth at which the

concrete cone strength happens to equate to the cumulative bond

strength of the adhesive to the sides of the hole. For a given concretestrength, the stronger the adhesive bond, the deeper the cone.

Applied tensile loads are resisted by:

the stud.bond between the stud and the adhesive shear in the adhesive bond

between the adhesive and the concrete.shear and tension in the concrete.

Setting tool

DISPLACEMENT SETTING DYNASET ANCHORS

CHEMICAL ANCHORING

Adhesive

covered stud

Applied tensile loadAnchor

Concrete cone

CONCRETE BOND FAILURE MODE

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6.3.1 SUITABILITY

Ramsetanchors can be used in plain or in reinforced concrete.

It is recommended that the cutting of reinforcement be avoided. Thespecified characteristic compressive strength fc will not automatically

be appropriate at the particular location of the anchor. The designershould assess the strength of the concrete at the location of the anchor

making due allowance for degree of compaction, age of the concrete,

and curing conditions.

Particular care should be taken in assessing strength near edges and

corners, because of the increased risk of poor compaction and curing.

Where the anchor is to be placed effectively in the cover zone of closely

spaced reinforcement, the designer should take account of the risk of

separation under load of the cover concrete from the reinforcement.

Concrete strength fc determined by standard cylinders, is useddirectly in the equations. Where strength is expressed in concrete

cubes, a conversion is given in the following table:

Where structural base materials are covered with a non-structural

material such as plaster or render, anchors should be embedded to

the design depth in the structural base material. Allowance must be

made for the thickness of the non-structural material when consideringthe application of shear loads, and in determining the moment arm ofapplied bending moments.

In hollow block masonry, where the cores are filled with concrete

grout, Ramsetanchors may be designed and specified similarly as inconcrete, provided the designer assesses the effective strength of the

masonry including the joints.

However, it is not advisable to use certain heavy duty anchors in

unfilled hollow masonry units (either bricks or blocks).These heavy duty anchors include all SpaTecPlus, TruBoltand

ChemSetcapsule anchors, and DynaBolt Plus, BoaCoil anchor,

DynaSet, and Chemical Injection anchors greater than M12 indiameter. In any case the designer should assess the effective strength

of the masonry including the joints, and determine how the loading

is to be transferred to the masonry structure. Load tests should be

conducted on site to assist in assessing masonry strength.

Ramsetheavy and medium duty anchors are not recommended forlow strength base materials such as autoclaved aerated concrete,

except for ChemSetInjection System studs up to M12.

Cube Strength (N/mm2) 20 30 40 50 60

Cylinder Strength fc(MPa) 15 24 33 42 51

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Concrete Edge

am

Prohibited zone

Free zone

em

Prohibitedzone

PROHIBITED ZONES FOR SPACINGS AND EDGESMinimumconcretethickness

'bm'

Edge distance "e"

2em

2.0h

em

CONCRETE THICKNESS

Concrete Edge

2*em

Prohibited zone

Free zone

emProhibited

zone

PROHIBITED ZONES AT CORNER FOR

EXPANSION ANCHORS

Spacings, edge distances, and concrete thicknesses are limited to

absolute minima, in order to avoid risks of splitting or spalling ofthe concrete during the setting of Ramsettorque, rotation anddisplacement setting anchors. Absolute minima for stress-freeanchorages such as chemical anchors are defined on the basis of

notional limits, which take account of the practicalities of anchor

placement.

Absolute minimum spacing am and absolute minimum edge distance

em, define prohibited zones where no anchor should be placed. The

prohibited spacing zone around an anchor has a radius equal to the

absolute minimum spacing. The prohibited zone at an edge has a

width equal to the absolute minimum edge distance.

6.3.2 ABSOLUTE MINIMUM DIMENSIONS

Where an expansion anchor is placed at a corner, there is less

resistance to splitting, because of the smaller bulk of concrete around

the anchor. In order to protect the concrete, the minimum distance

from one of the edges is increased to twice the absolute minimum.

The concrete thickness minima given below, does not include concrete

cover requirements, and are not a guide to the structural dimensionsof the element. It is the responsibility of the design engineer to

proportion and reinforce the structural element to carry the loads

and moments applied to it by the anchorage, and to ensure that the

appropriate cover is obtained.

In order to avoid breakthrough during drilling of the hole into which

anchors will be installed, maintain a cover value to the base ofthe hole equal to 2x the drilled hole diameter, dh. ie. for a hole of

20mm diameter allow 40mm cover to the rear face of the substrate

component.

In certain circumstances, it may be possible to install anchors in

thinner concrete elements. If cover to the anchor is not required,and a degree of spalling can be tolerated between the end of the

expansion sleeve and the far surface of the concrete, embedmentclose to the far surface may be feasible. More information on the

conditions for reduced concrete thickness may be obtained from

RamsetEngineers.

Where an anchor is installed at the absolute minimum edge distance

em, substrate thickness must be a minimum of 2 * h.

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6.4.1 WORKING LOAD DESIGN

Using the permissible stress method which is still valid in many

design situations:

L (applied load) Ra(working load limit capacity)

Working load limits are derived from characteristic ultimate capacities

and factor of safety:

Ra = Ru/ Fs

Factors of safety are related to the mode of failure, and material type,

and the following are considered appropriate for structural anchoring

designs:

fss = factor of safety for steel in tension and bending

= 2.2

fsv = factor of safety for steel in shear

= 2.5

fsc = factor of safety for concrete

= 3.0

6.4.2 STRENGTH LIMIT STATE DESIGN

Designers are advised to adopt the limit state design approach which

takes account of stability, strength, serviceability, durability, fireresistance, and any other requirements, in determining the suitability

of the fixing. Explanations of this approach are found in the designstandards for structural steel and concrete. When designing for

strength the anchor is to comply with the following:

Ru S*

where:

= capacity reduction factor

Ru = characteristic ultimate load carrying capacity

S* = design action effect

Ru = design strength

Design action effects are the forces, moments, and other effects,

produced by agents such as loads, which act on a structure. They

include axial forces (N*), shear forces (V*), and moments (M*), whichare established from the appropriate combinations of factored loads as

detailed in the AS1170Minimum Design Load on Structures seriesof Australian Standards.

Capacity reduction factors are given below, these typically comply

with those detailed in AS4100- Steel Structures and AS3600-Concrete Structures. The following capacity reduction factors are

considered typical:

c = capacity reduction factor, concrete tension

= 0.6

q = capacity reduction factor, concrete shear

= 0.6

n = capacity reduction factor, steel tension

= 0.8

v = capacity reduction factor, steel shear

= 0.8

m = capacity reduction factor, steel bending

= 0.8

Whilst these values are used throughout this document, other values

may be used by making the adjustment for as required.

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6.5.1 STEEL TENSION

The characteristic ultimate tensile capacity for the steel of an anchor is

obtained from:

Nus = Asfu

where:

Nus = characteristic ultimate steel tensile capacity (N)

As = tensile area (mm2)

= stress area for threaded sections (mm2)

fu = characteristic ultimate tensile strength (MPa)

The tensile working load limit (permissible stress method) for the steel

of a Ramsetanchor is obtained from:

Nas = Nus/ 2.2

The appropriate concrete compressive strength fc is the actual strength

at the location of the anchor, making due allowance for site conditions,

such as degree of compaction, age of concrete, and curing method.Concrete tensile working load limits (permissible stress method) for

anchors are obtained from:

Nac = Nuc/ 3.0

hh

air gap

h

EFFECTIVE DEPTH FOR ANCHORS

6.5.2CONCRETE CONE

Characteristic ultimate tensile capacities for mechanical anchors vary

in a predictable manner with the relationship between:- hole diameter (dh)

- effective depth (h), and- concrete compressive strength (fc)

within a limited range of effective depths, h.

This is typically expressed by a formula such as:

Nuc = factor *dbfactor*h1.5*fc

Anchors may have constraints that apply to the effective depth of theanchor or the maximum or minimum concrete strength applicable.

Anchor effective depth (h) is taken from the surface of the substrate

to the point where the concrete cone is generated. In establishing the

effective depth for mechanical anchors, the designer should allow for

any gap expected to exist between the fixture and the concrete prior to

clamping down.

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6.5.3 PULL-THROUGH

This mode of failure occurs in expansion anchors under tensile loading,

where the applied load exceeds the frictional resistance between eitherthe cone and the expansion sleeve, or the sleeve and the sides of the

drilled hole in the concrete. Failures of this type are often associatedwith anchors that are improperly set, or used in larger diameter holes

drilled into the concrete with over-sized drill bits.

The load carrying capacities of anchors with thick-walled expansion

sleeves such as SpaTecPlus and correctly set DynaSetanchors,

are not sensitive to this mode of failure.

The recommended limits on concrete strength fc in the

determination of concrete cone strength for DynaBoltand TruBoltanchors, act as a precaution against this mode of failure.

6.5.4CONCRETE BOND

Chemical Anchors

Characteristic ultimate tensile load carrying capacities for concrete

bond failure in the compression zone varies with hole depth, effective

depth and concrete strength in a similar manner to concrete cone

failure in mechanical anchors.

Effective anchor depth h is taken from the start of the adhesive,

(usually the surface of the concrete) to the bottom of the stud. For

chemical capsule anchors, it is not usual to deviate from the depths

given in the Section Properties and Data. Whilst it is essential toprovide sufficient resin to fill the space between the stud and the

concrete, the installer must avoid excessive overspill. Hole depths

for capsule anchors may be increased in increments related to the

volume of capsules available. It is recommended to seek advice fromRamsetTechnical Staff before deviating from the recommended holedepths or hole diameters.

The appropriate concrete strength fc to be used in these equations,

is the actual strength at the location of the anchor, making dueallowance for site conditions, such as degree of compaction, age of

concrete, and curing method.

Concrete tensile working load limits (permissible stress method) forRamsetchemical anchors are obtained from:

Nac = Nuc/ 3.0

h

EFFECTIVE DEPTH FOR CHEMICAL ANCHORS


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6.5.5CRITICAL SPACING

In a group of mechanical anchors loaded in tension, the spacing at

which the cone shaped zones of concrete failure just begin to overlapat the surface of the concrete, is termed the critical spacing, ac.

For chemical anchors the critical spacing is determined by interference

between the cylindrically shaped zones of stress surrounding theanchors.

At the critical spacing, the capacity of one anchor is on the point of

being reduced by the zone of influence of the other anchor. Ramsetanchors placed at or greater than critical spacings are able to develop

their full tensile capacity, as limited by concrete cone or concrete bond

capacity. Anchors at spacings less than critical are subject to reduction

in allowable concrete tensile capacity.

Both ultimate and working loads on anchors spaced between the

critical and the absolute minimum, are subject to a reduction factor

Xna, the value of which depends upon the position of the anchor

within the row:

Nucr= Xna*Nuc

for strength limit state design.

And, for permissible stress method analysis:

Nar = Xna*Nac

For anchors influenced by the cones of two other anchors, as a result

for example, of location internal to a row:

Xna = a / ac 1

Unequal distances (a1 and a2, both < ac) from two adjacent

anchors, are averaged for an anchor internal to a row:

Xna = 0.5 (a1+ a2) / ac

If the anchors are at the ends of a row, each influenced by

the cone of only one other anchor:

Xna = 0.5 (1 + a/ac) 1

The cone of anchor A is influenced by the cones of anchors

B and C, but not additionally by the cone of anchor D. Xna is theappropriate reduction factor as a conservative solution.

Critical spacing (ac) defines a critical zone around a given anchor,

for the placement of further anchors. The critical spacing zone has

a radius equal to the critical spacing. The concrete tensile strengths

of anchors falling within the critical zone are reduced. For clarity, thefigure includes the prohibited zone as well as the critical zone.

ac

Cone of Failure

Anchors

a

aacBond cylinders

Anchors

a a aCone of Failure

Anchors

ANCHORS IN A ROW

A B

C D

ANCHOR GROUP INTERACTION

CRITICAL

No influence. Interaction

occurs between

failure cones.

Capacity reduction

necessary.

Risk of cracking.

REDUCTION PROHIBITED

a ac a < amac> a > am


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6.5.6CRITICAL EDGE DISTANCE

At the critical edge distance for anchors loaded in tension, reduction in

tensile capacity just commences, due to interference of the edge withthe zone of influence of the anchor.

Expansion Anchors

The critical edge distance (ec) for expansion anchors is taken as one

and a half times effective depth:

ec = 1.5 *h

Chemical and Screw In Anchors

For chemical and screw in anchors the critical edge distance is

determined by interference between the edge and the cylindricallyshaped zones of stress surrounding the anchors.

ec = 4 *db

If the edge lies between the critical and the absolute minimum

distance from the anchor, the concrete tensile load reduction

co-efficient Xe, is obtained from the following formula:

Xe = 0.3 + 0.7 *e / ec 1

Applies to em e ec

where:

Xe = edge reduction factor tension

Critical edge distances define critical zones for the placement

of anchors with respect to an edge. The critical edge zone has a width

equal to the critical edge distance. The concrete tensile strengths of

anchors falling within the critical zone are reduced. For clarity, the

figure includes the prohibited zone as well as the critical zone.

Rotation Set Anchors

The critical edge distance for BoaCoil anchor is taken as:

ec = 6 *db

e

ec

Cone of Failure

Anchor

INTERFERENCE OF EDGE WITH CONCRETE CONES

ec

Bond cylinder

Anchor

INTERFERENCE OF EDGE WITH BOND CYLINDER

Concrete Edgeem

ec

Prohibited zone

Free zone Critical zone

CRITICAL EDGE ZONE


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4 *dh

Minimum for bolt shear

1.25 *dbMinimum for boltand spacer shear

dh

MINIMUM INSERTION FOR BOLT SHEAR

e

Load

Anchor

Concrete Wedge

Drilled hole

CONCRETE WEDGE FAILURE MODE

h = 3 *dh

Minimum for bolt shear

dh

MINIMUM INSERTION FOR BOLT SHEAR

h =3dh For min. bolt shear

h =6dh For max. bolt shear

6.6.1ANCHOR STEEL SHEAR

For an anchor not located close to another anchor nor to a free

concrete edge, the ultimate shear load will be determined by thesteel shear strength of the anchor, provided the effective depth of the

anchor is compliant with the following:

SpaTecPlus

a ramset srb ed3 full edition pdf

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