ACI 355.4M-11 - Qualification of Post-Installed Adhesive Anchors in Concrete and Commentary (Metric)

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ACI 355.4M-11

Reported by ACI Committee 355

Qualification of Post-Installed AdhesiveAnchors in Concrete (ACI 355.4M-11)

An ACI Standard

and Commentary



Qualification of Post-Installed Adhesive Anchorsin Concrete (ACI 355.4M-11) and Commentary

First PrintingSeptember 2011

ISBN 978-0-87031-409-4

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ACI 355.4M-11 supersedes ACI 355.4-10 (provisional), was adopted July 5, 2011, andpublished September 2011.

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Qualification of Post-Installed Adhesive Anchors

in Concrete (ACI 355.4M-11) and CommentaryAn ACI Standard

Reported by ACI Committee 355

ACI 355.4M-11

This standard prescribes testing programs and evaluation requirements for

post-installed adhesive anchors intended for use in concrete under the

design provisions of ACI 318M. Testing and assessment criteria are

provided for various conditions of use, including seismic loading;

sustained loading; aggressive environments; reduced and elevated temper-

atures; and for determining whether anchors are acceptable for use in

uncracked concrete only, or acceptable for service both in cracked and

uncracked concrete. Criteria are provided for establishing the characteristic

bond strength, reductions for adverse conditions, and the anchor category

and associated job-site quality control requirements.

The official version of this ACI document uses inch-pound units. A

conversion of an ACI document into SI units is for the convenience of

users. Care has been taken to ensure that the conversion is correct;

however, ACI does not guarantee its accuracy. Official interpretation of

this ACI document shall be based only on the U.S. customary units.

Keywords: adhesive anchors; cracked concrete; fasteners; post-installedanchors; qualification procedures; uncracked concrete.

CONTENTSChapter 1—Introduction and scope, p. 3

1.1—Introduction1.2—Scope1.3—Units of measurement

Chapter 2—Notation and definitions, p. 52.1—Notation2.2—Defintions

Chapter 3—General requirements, p. 113.1—Test organization

3.2—Variables and options3.3—Test requirements3.4—Assessment for multiple anchor element types for

adhesive anchors3.5—Assessment for alternate drilling methods

Tarek S. Aziz Werner A. F. Fuchs Richard E. Klingner Jake Olsen

Ranjit L. Bandyopadhyay* Branko Galunic Anthony J. Lamanna Alan D. Price

Peter J. Carrato Brian C. Gerber Harry B. Lancelot III John F. Silva

Harry A. Chambers Michael Gong Nam-Ho Lee Patrick J. E. Sullivan

Ronald A. Cook Herman L. Graves III Lee W. Mattis Harry Wiewel

Rolf Eligehausen Christopher Heinz Robert R. McGlohn Richard E. Wollmershauser

Sam S. Eskildsen Bruce I. Ireland

*Deceased.The committee would like the recognize Christopher LaVine for his significant contributions to this document.

Donald F. MeinheitChair

J. Bret TurleySecretary

Consulting members

Edwin G. Burdette Paul R. Hollenbach

Robert W. Cannon Conrad Paulson

Neil M. Hawkins Dan R. Stoppenhagen

A U.S. Customary version of this document(ACI 355.4-11) is available at www.concrete.org



2 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY

Chapter 4—Requirements for test specimens,anchor installation, and testing, p. 17

4.1—Testing by ITEA and manufacturer4.2—Test samples4.3—Concrete for test members4.4—Requirements for test members4.5—Anchor installation4.6—Drill bit requirements

4.7—Test methods4.8—Tests in cracked concrete4.9—Changes to products

Chapter 5—Requirements for anchor identification,p. 24

5.1—Basic requirements5.2—Verification5.3—Fingerprinting adhesive materials5.4—Packaging

Chapter 6—Reference tests, p. 246.1—Purpose

6.2—Required tests6.3—Conduct of tests

Chapter 7—Reliability tests, p. 257.1—Purpose7.2—Required tests7.3—Conduct of tests7.4—Reliability tests7.5—Sensitivity to hole cleaning—dry concrete7.6—Sensitivity to hole cleaning—saturated concrete7.7—Sensitivity to hole cleaning—water-filled hole7.8—Sensitivity to hole cleaning—submerged concrete7.9—Sensitivity to mixing effort

7.10—Sensitivity to installation in water-saturated concrete7.11—Sensitivity to installation in water-filled hole—

saturated concrete7.12—Sensitivity to installation in submerged concrete7.13—Sensitivity to crack width—low-strength concrete7.14—Sensitivity to crack width—high-strength concrete7.15—Sensitivity to crack width cycling7.16—Sensitivity to freezing and thawing7.17—Sensitivity to sustained loading at standard and

maximum long-term temperature7.18—Sensitivity to installation direction7.19—Torque test

Chapter 8—Service-condition tests, p. 328.1—Purpose8.2—Required tests8.3—Conduct of tests8.4—Tension tests in uncracked and cracked concrete8.5—Tension tests at elevated temperature8.6—Tension tests with decreased installation temperature8.7—Establishment of cure time at standard temperature8.8—Durability assessment8.9—Verification of full concrete capacity in a corner8.10—Determination of minimum spacing and edge

distance to preclude splitting

8.11—Tests to determine shear capacity of anchor elementswith nonuniform cross section

8.12—Simulated seismic tension tests8.13—Simulated seismic shear tests

Chapter 9—Supplemental tests, p. 389.1—Round-robin tests9.2—Tests to determine minimum member thickness

Chapter 10—Assessment of anchors, p. 3910.1—Analysis of data10.2—Normalization of anchor capacities for measured

concrete bond and steel strengths10.3—Establishing characteristic values10.4—Assessment of characteristic tension capacity

associated with concrete breakout and pullout10.5—Assessment of steel tension capacity10.6—Assessment of steel shear capacity10.7—Assessment of minimum member thickness10.8—Assessment of maximum tightening torque10.9—Assessment of behavior under crack cycling

10.10—Assessment of freezing-and-thawing behavior10.11—Assessment of sustained load behavior10.12—Assessment of performance associated with

installation direction10.13—Assessment of performance at elevated temperature10.14—Assessment of performance with decreased

installation temperature10.15—Assessment for cure time at standard temperature10.16—Assessment of durability requirement10.17—Assessment of performance in corner test10.18—Assessment of performance in minimum spacing

and edge distance test

10.19—Assessment of performance under seismic tension10.20—Assessment of performance under seismic shear10.21—Establishment of hole cleaning procedures10.22—Establishment of on-site quality control and

installation conditions10.23—Assessment based on installation and environmental

conditions10.24—Assessment for fire exposure

Chapter 11—Data presentation, p. 5111.1—General requirements11.2—Contents of evaluation report11.3—Data presentation

Chapter 12—Independent testing and evaluationagency requirements, p. 53

12.1—General requirements12.2—Certification

Chapter 13—Quality control requirements, p. 5413.1—Quality assurance program13.2—Quality control manuals13.3—Special inspection

Chapter 14—References, p. 5414.1—Referenced standards and reports14.2—Cited references



QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (ACI 355.4M-11) AND COMMENTARY 3

CHAPTER 1—INTRODUCTION1.1—Introduction

This standard prescribes testing and evaluation requirementsfor post-installed adhesive anchor systems intended for usein concrete under the provisions of ACI 318M. Criteria areseparately prescribed to determine the suitability of adhesiveanchors used in uncracked concrete only, or in both crackedand uncracked concrete. Criteria are prescribed to determinethe design parameters and performance category for adhesiveanchors. Included are assessments of the adhesive anchorsystem for bond strength, reliability, service conditions, andquality control. Special inspection (13.3) is required duringanchor installation as noted in 10.22. Table 1.1 provides anoverview of the scope.

R1.1 This standard prescribes the testing programs

required to qualify post-installed adhesive anchor systems

for design in accordance with ACI 318M, Appendix D.

Appendix D requires that anchors be tested either for use

exclusively in uncracked concrete or for use in cracked and

uncracked concrete conditions, whereby it is understood that

the presence of cracking may occur at any time over theservice life of the anchors. Test and assessment criteria are

provided for various conditions, including loads (seismic

and sustained), environmental with regard to humidity and

temperature, and determination if anchors are acceptable

for use in cracked or uncracked concrete. Refer to Cook and

Konz (2001) for a review of factors that influence adhesive

anchor behavior. Refer to Fuchs et al. (1995) for background

on the concrete breakout design model and to Eligehausen et

al. (2006) and Zamora et al. (2003) for a discussion of bond

models for adhesive and grouted anchors. For a discussion

of issues associated with the qualification and design of

systems for post-installed reinforcing bars, refer to Spieth et

al. (2001).

1.2—ScopeThis standard applies only to post-installed adhesive

anchors as defined herein.

R1.2 Adhesive anchors resist tension loads with a combi-

nation of adhesion and mechanical bond (micro-interlock).

Different anchor designs and adhesive types may exhibit a

range of performance characteristics. In particular, the

sensitivity of adhesive anchors to variations in installation

and service-condition parameters (such as hole cleaning,

installation orientation, and cracked concrete characteristics)

may vary widely from each system. ACI 318M addresses this

situation by matching capacity reduction factors to anchor

performance categories that are, in turn, established

through a series of reliability tests.

1.2.1 This standard applies to anchors with a diameter d aof 6 mm or larger. The drilled hole shall be approximatelycylindrical with a diameter d o ≤ 1.5d a. This standard alsoapplies to anchors with an anchor embedment depth hef notless than four diameters (4d a), or 41 mm, and an embedmentdepth not exceeding 20d a.

R1.2.1 The minimum diameter of 6 mm is based on

practical considerations regarding the limit of structural

anchor applications. The upper limit on the ratio of hole

diameter to anchor element diameter provides a demarcation

between conditions where a single bond strength can be used

to evaluate anchor strength and conditions where bond

strengths at both the anchor interface and concrete interface

must be determined to evaluate anchor strength. In addition,

the value of 1.5da is based on consideration of typical practice

whereby most organic adhesives are used with thin bond

lines to limit both adhesive shrinkage and creep of the

anchor when under load. The design method deemed to

satisfy the anchor design requirements of ACI 318M,

Appendix D, is based on an analysis of an anchor database

with a maximum diameter of 50.8 mm. While ACI 355.4M

gives no limitations on maximum anchor diameter, for anchors beyond this dimension, the testing authority should

decide if the tests described in this standard are appli-

cable or if alternative tests and analyses are more appro-

priate. It may also be desirable to reconsider those tests

where only small, medium, and large diameters are tested

when the upper diameter is much larger than 38 mm.

A limitation on the minimum embedment length of adhesive

anchors is necessary to ensure conformance with the design

method deemed to satisfy the anchor design requirements of

ACI 318M, Appendix D.

1.2.2 The minimum member thickness shall not be lessthan the value given by Eq. (10-21). Values of ∆h in Eq. (10-21)

shall be permitted if they are verified by tests according toTable 3.1, Test no. 14, and Table 3.2, Test no. 20, or Table 3.3,Test no. 15.

1.2.3 This standard does not address the following systemsand use conditions:

1. Bulk adhesives mixed in open containers without auto-matically controlled metering and mixing of adhesivecomponents.

2. Adhesives to adhere structural elements to concretesurfaces outside of a drilled hole.

3. Adhesive anchors in aggressive environments notspecifically considered in this standard.

4. Adhesive anchors to resist fatigue or shock loading. R1.2.3 Correct proportioning (metering) and mixing of

adhesive components is critical to their performance. Bulk

mixing and delivery of adhesives (for example, those with

paddle mixers in buckets), while appropriate for some appli-

cations, may not provide anchor performance consistent

with the assumptions of this standard. These systems are not

considered to provide controlled metering of adhesive

components. Bulk dispensing equipment that provides

automatic metering and mixing of the adhesive components

is included; however, ongoing monitoring is required to

check that the equipment is operating within tolerances in

accordance with the Manufacturer’s Printed Installation

Table 1.1—Overview of anchor systems

Anchortype Embedded part Assessment criteria

Adhesiveanchor

Threaded rods, deformedreinforcing bars, or inter-

nally threaded steel sleeveswith external deformations

Uncrackedconcrete

Table 3.1

Cracked anduncrackedconcrete

Table 3.2 orTable 3.3




Instructions (MPII), particularly with respect to mixture

ratios, leak tightness, and dwell time.

This standard is not appropriate for assessing the use of

adhesives to adhere structural elements to the concrete surface.

Examples include bonded steel plates or external carbon fiber

reinforcement. Other standards exist for these purposes. This

standard includes tests to assess the sensitivity of adhesive

anchor systems to a limited range of aggressive environments,

including moisture, highly alkaline fluids, and sulfur dioxide.

While it is believed that these exposure environments envelop a

range of possible exposures, specific environments (for

example, radiation exposure and chemical production

environments) may require unique assessment.

Due to the variety of possible loading conditions associated

with fatigue and shock loading, this standard does not

include tests for these loading variants. Fatigue and shock

loading may result in reductions in bond strength, steel

strength, and concrete strength, and these effects are not addressed by this standard. Caution should be exercised in

the determination of whether cyclic loading should be

explicitly considered. These conditions may be evaluated

separately for specific systems using generally accepted

principles. Fatigue is generally less of a problem for the

adhesive than for the anchor element; provisions of preload

in the anchor to reduce the level of stress fluctuation in the

anchor element is only effective if sufficient unbonded length

is provided to ensure a reasonable degree of elastic stretch.

1.2.4 Adhesive anchors shall be evaluated for sustainedloading with the provisions of this standard. Qualification of

adhesive anchors exclusively for short-term loads is notpermitted by this standard.

R1.2.4 While it is permissible to use adhesive anchors to

resist short-term loads such as those from wind or earthquake,

the sustained load tests and corresponding assessment

described herein are not optional. All anchors qualified inaccordance with ACI 355.4M are suitable for sustained

loads within the use parameters established in the assess-

ment (7.17 and 10.4.7).

1.2.5 Adhesive anchor systems shall exhibit characteristicbond strengths as determined in accordance with Eq. (10-12)equal to or exceeding the minimum permissible bondstrength τk,min. Adhesive anchor systems that do not exhibitcharacteristic bond strengths equal to or exceeding theminimum permissible bond strength in accordance with10.2, shall not be qualified according to this standard.

R1.2.5 ACI 318M, Appendix D, provides default bond

stress values for specific constellations of use parameters

that may be used in place of values from an evaluation report

in accordance with this standard. Because the default values

are independent of the adhesive anchor system selected, they

represent minimum values for the assessment of any adhesive

anchor system under this standard. The minimum values and

corresponding use parameters are given in Table 10.2.

1.2.6 In general, ACI 355.4M is intended to address theassessment of adhesive anchors for cases where anchordesign theory applies. It is not intended to address theassessment or design of post-installed reinforcing barsproportioned according to the concepts of development andsplicing of reinforcement.

Fig. R1.1—Examples of post-installed reinforcing bars proportioned with anchor theoryand with concepts of reinforcement development and splicing.




R1.2.6 This standard is intended to provide parameters for

the design of adhesive anchors in conjunction with the

provisions of ACI 318M, Appendix D. Those provisions are

derived from the principles of anchor theory, whereby

anchor forces are transferred to the concrete in a manner

that generally precludes splitting of the concrete and where

spacing, edge distance, and member thickness are explicitly

considered in the evaluation of the concrete breakout capacity

(Fig. R1.1(a)). It is not intended to address the assessment or

design of post-installed reinforcing bars proportioned

according to the concepts of development and splicing of

reinforcement (Fig. R1.1(b)). While the provisions of

Chapter 12 of ACI 318M may be used to establish embed-

ment lengths for post-installed reinforcing bars in such

cases, the ability of an adhesive anchor system to transfer

loads to adjacent embedded bars, particularly where longer

splice lengths are required, should be verified by appro-

priate testing. Testing for the splice length is outside the

scope of this standard.

1.3—Units of measurementValues in this specification are stated in SI units. A

companion specification in inch-pound units is also available.

CHAPTER 2—NOTATION AND DEFINITIONS2.1— Notation Ase,N = effective cross-sectional area of anchor in

tension, mm2

Ase,V = effective cross-sectional area of anchor inshear, mm2

cac = critical edge distance required to develop thebasic concrete breakout strength of anchor in

uncracked concrete without supplementaryreinforcement to control splitting, mm

cmin = minimum anchor edge distance required toprevent splitting during anchor installation,mm, see 8.10

d a = nominal outside diameter of post-installedanchor, mm, see Fig. 2.1

d e = nominal diameter of bolt or threaded anchorelement in a sleeved insert, mm, see Fig. 2.1

d o = nominal diameter of drilled hole in theconcrete, mm, see 2.1

F i = test result normalized to considered concretestrength i, N

F k = characteristic capacity for a test series,calculated according to 10.3, N

F test,i = mean anchor capacity as determined from test

series i

, NF test,i,f c= mean capacity for test series i, normalized to

concrete strength f c, in accordance with 10.2, NF y = tension force corresponding to bolt yield in

accordance with Eq. (10-22), N f c′ = specified strength of concrete, MPa f c,i = mean concrete compressive strength measured

with standard cylinders for concrete of batch i, MPa

f c,test,x = mean concrete compressive strengthmeasured with standard cylinders of the testmembers used for test series x , MPa

f t = mean ultimate tensile strength of anchor steel

as determined by test, MPa f uta = specified tensile strength of anchor steel, MPa f ut,test = specified ultimate tensile strength of steel

anchor elements used in seismic tests, MPa f ya = specified yield strength of anchor steel, MPah = thickness of test member in which an anchor

is installed, measured perpendicular to theconcrete surface, mm, see Fig. 2.1

hef = effective embedment depth, measured fromthe concrete surface to the deepest point atwhich bond to the concrete is established,mm, see Fig. 2.1

hmin = minimum member thickness specified by the

anchor manufacturer and verified in accordancewith 9.2 and 10.7, mm

hsl = slice thickness as measured immediately priorto punch testing in accordance with 8.8, mm

K = tolerance factor corresponding to a 5 percentprobability of nonexceedence with a confidenceof 90 percent, derived from a noncentral t -distribution for which the population standarddeviation is unknown

Fig. 2.1—Adhesive anchor dimensional parameters.




k = effectiveness factor, whose value depends onthe type of anchor

k cr = effectiveness factor for anchors tested incracked concrete

k f = friction factor of threadsk m = mean coefficient for the concrete breakout

tension

k uncr = effectiveness factor for anchors tested inuncracked concretel side = dimension of the side of a cube or diameter of a

cylinder for conducting a freezing-and-thawing test, mm

N 95% = 95 percent fractile at 90 percent confidence of the induced tension force corresponding to1.3T inst , N

N 95%,slip,d = 95 percent fractile at 90 percent confidence of the force corresponding to loss of adhesionbetween the anchor element and the adhesivefor anchor diameter d , N

min N adh,i = minimum value of tension load corresponding

to loss of adhesion in test series i, N N adh = tension load corresponding to loss of adhesion

between the adhesive and the concrete, N N adh,i,j = tension load corresponding to loss of adhesion

in reliability test series i, test j, N N cure =

N cure+24h = mean tension capacity corresponding to themanufacturer’s published minimum curetime plus 24 hours, N

N eq = maximum tension load to be applied in thesimulated seismic tension test, N

N eq,reduced = reduced maximum tension load at which the

anchor successfully completes the simulatedseismic tension test, N, see 10.19.1.2

N i = intermediate tension load to be applied in thesimulated seismic tension test, N

N i,reduced = reduced intermediate tension load at which theanchor successfully completes the simulatedseismic tension test, N, see 10.19.1.2

N k = characteristic tension capacity of ananchor, 5 percent fractile of test results, asdetermined in accordance with 10.3, N

N k,cure = characteristic tension capacity correspondingto the manufacturer’s published minimumcure time, N

N k,cure+24h = characteristic tension capacity correspondingto the manufacturer’s published minimumcure time plus 24 hours, N

N k,i = characteristic tension capacity of an anchor intest member i or concrete batch i, N

N k,lt = characteristic tension capacity at long-termelevated temperature, N

N k,o,i = characteristic tension capacity of an anchor inreference test series i, N

N k,p,nom,cr = characteristic tension capacity correspondingto service-condition tests in low- and high-strength cracked concrete, N

N k,p,nom,uncr = characteristic tension capacity correspondingto service-condition tests in low- and high-strength uncracked concrete, N

N k,r,i = characteristic tension capacity of an anchor inreliability test series i, N

N k,st = characteristic tension capacity at short-termelevated temperature, N

N lt = mean tension capacity of an anchor at long-term elevated temperature, N

N m = minimum tension load to be applied in thesimulated seismic tension test, N

N m,reduced = reduced minimum tension load at which theanchor successfully completes the simulatedseismic tension test, N, see 10.19.1.2

N o = mean tension capacity of an anchor, N

N o,i = mean tension capacity of an anchor in referencetest series i, N

N o,i,confined = mean tension capacity of anchor in confinedreference tests i, N

N origin = tension load corresponding to origin of load-

displacement curve, N N p = characteristic tension pullout capacity of an

anchor, 5 percent fractile of test results, asdetermined in accordance with 10.3, N

N r,i = mean tension capacity of an anchor in reliabilitytest series i, N

N s = characteristic tension steel capacity of an anchoras determined in accordance with 10.3, N

N st = mean tension capacity at short-term elevatedtemperature, N

N sust,ft = sustained tension load applied duringfreezing-and-thawing cycles, N

N sust,lt = sustained tension load applied at long-termtest temperature, N

N u = peak tension load measured in a tension test, N

N u,i = peak tension load measured in a tension testin test series i or concrete batch i, N

N u,i = mean ultimate tension load measured in atension test in test series i or concrete batch i, N

N u,i,f c= peak tension load measured in a tension test

conducted in test series i or concrete batch i,normalized to concrete strength f c , N

N u,i,j = peak tension load measured in a tension testin test series or concrete batch i, test j, N

N w = tension load applied to anchor during crack

width cycling, Nn = number of replicates in a test series, number of

anchors in an anchor group, and exponent fordetermining relationship of bond stress as afunction of concrete compressive strength

smin = minimum anchor spacing as required toprevent splitting during anchor installation ortension loading, mm, see 8.10

T inst = specified tightening torque for setting orprestressing of an anchor, according to theMPII, N-m

t service = intended anchor service life, in hours




V eq = maximum shear load to be applied in thesimulated seismic shear test, N

V eq,reduced = reduced maximum shear load at which theanchor successfully completes the simulatedseismic shear test, N, see 10.20.1.2

V i = intermediate shear load to be applied in thesimulated seismic shear test, N

V i,reduced = reduced intermediate shear load at which theanchor successfully completes the simulatedseismic shear test, N, see 10.20.1.2

V m = minimum shear load to be applied in thesimulated seismic shear test, N

V m,reduced = reduced minimum shear load at which theanchor successfully completes the simulatedseismic shear test, N, see 10.20.1.2

V o,i = mean shear capacity of an anchor in referencetest series i, N

V s = characteristic shear capacity correspondingto steel failure, N

V S,seis = seismic shear capacity as governed by steel

failure, Nα = ratio of reliability to reference tension test

results calculated in accordance with 10.4.3αalk = reduction factor for alkalinity in accordance

with 10.16αadh = ratio of the load at loss of adhesion to the peak

load calculated in accordance with 10.4.4αcat 3 = additional reduction factor for Anchor

Category 3 in accordance with 10.4.6.2αconc = adjustment factor for regional variations in

concrete in accordance with 10.4.1.2αCOV = reduction factor for larger coefficients of

variation in accordance with 10.4.2αdur = reduction factor for durability tests inaccordance with 10.16

αlt = reduction factor for maximum long-termtemperature in accordance with 10.13.1

α N,seis = reduction factor for seismic tension loadingin accordance with 10.19

αreq = threshold value of α given in Table 3.1, 3.2,or 3.3

αreq,cat 3 = αreqfor Anchor Category 3 for correspondingreliability test in accordance with Table 10.5or 10.6

αsetup = reduction factor for service-condition tests

performed as confined tests in accordancewith 10.4.5.1

αst = reduction factor for maximum short-termtemperature in accordance with 10.13.2

αsulf = reduction factor for sulfur in accordance with10.16

αV,seis = reduction factor for seismic shear loading inaccordance with 10.20

αρ = reduction factor for reliability tests inaccordance with 10.4.7.1

αρ,sust = reduction factor for sustained load reliabilitytest in accordance with 10.4.7.2

β = reduction factor evaluated as the minimum of α / αreq and αadh for reliability tests andservice-condition tests listed in Tables 10.3and 10.4 in accordance with Eq. (10-12)

∆ = anchor displacement as measured in a test, mm∆0.3 = displacement at N = 0.3 N u, mm∆lim = mean displacement corresponding to loss of

adhesion load N adh, mm∆origin = displacement at origin of load displacementcurve, mm

∆service = extrapolated estimate of the total displacementover the anchor intended service life, mm

∆service = mean value of the extrapolated estimate of thetotal displacement over the anchor intendedservice life, mm

∆t =0 = initial displacement under sustained load, mm∆h = concrete thickness beyond hef , mm, see 2.1∆(t ) = displacement at time t under sustained load, mm∆w = required change in crack width, in addition to

the initial hairline crack width as measured

after anchor installation, mmφ = strength reduction factor for concrete failure

and steel failure modes corresponding to theanchor category established in accordancewith 10.4.6 and 10.5, respectively

νtest,x = sample coefficient of variation for test series x equal to the sample standard deviationdivided by the mean, percent

τdur,i = minimum of mean bond stress correspondingto durability tests with test member i orconcrete batch i stored in different mediaaccording to 8.8.3, MPa

τi = calculated bond stress corresponding to peak

load in a tension test, MPaτi = mean bond stress corresponding to test series i

or concrete batch i, MPaτk,(cr,uncr ) = characteristic bond stress in cracked or

uncracked concrete, respectively, adjusted forvariations in concrete batches and reduced inaccordance with 10.4.5.3.2, MPa

τk,i = characteristic bond stress corresponding totension tests in test member i or concretebatch i, MPa

τk,min = minimum permissible bond strength in accor-dance with 1.7, MPa

τk,o,i

= characteristic bond stress corresponding toreference tension tests in test member i orconcrete batch i, MPa

τk,seis,(cr,uncr )= seismic tension bond resistance calculated inaccordance with 10.4.5.5, MPa

τo,i = bond stress corresponding to a referencetension test in test member i or concrete batch i,MPa

τref,f c= mean bond stress corresponding to round-

robin tests, MPaτu = calculated bond stress adjusted for variations in

concrete batches, MPaτu = mean bond stress, MPa




τu,i = mean bond stress from reliability test series inconcrete batch or test member i, MPa

2.2—Definitionsadhesive—any adhesive comprised of chemical components

that cure when blended together. Adhesives are formulatedfrom organic polymers, or a combination of organic polymers

and inorganic materials. Organic polymers used in adhesivescan include, but are not limited to, epoxies, polyurethanes,polyesters, methyl methacrylates, and vinyl esters.

adhesive —it is not intended that adhesives be restricted to

those listed in this standard and the listing of a specific

adhesive does not imply any preference. The suitability of a

specific adhesive for anchoring applications may also be

dictated by health and safety requirements as contained, for

example, in the product Material Safety Data Sheet (MSDS).

This standard does not address issues such as adhesive

toxicity, safe disposal of adhesive compounds, or confor-

mance with sustainable building requirements as applicable.

adhesive anchor—a post-installed anchor, inserted into

hardened concrete with an anchor hole diameter not greaterthan 1.5 times the anchor diameter, that transfers loads to theconcrete by bond between the anchor and the adhesive andbond between the adhesive and the concrete.

adhesive anchor —evaluation of the tension resistance of

grouted anchors installed in hole diameters greater than

1.5da requires separate consideration of bond stresses

developed along the anchor element/grout interface, as well

as between the grout and the concrete. Because these

anchors may demonstrate tension behavior that does not

conform to the design method deemed to satisfy the anchor

design requirements of ACI 318M, Appendix D, they are not

considered in this standard.

adhesive anchor system—for the purposes of this standard,the adhesive anchor system is comprised of the followingcomponents:

• Anchor

• Proprietary adhesive compounds in combination with amixing and delivery system where different mixing anddelivery systems are provided for the same adhesiveanchor system, it shall be verified through testing thatthe mixing and delivery systems yield equivalentperformance of the installed anchor

• Accessories for cleaning the drilled hole, includingbrushes, air nozzles, and other items needed to

complete the cleaning process• Printed instructions for the adhesive anchor installation

including hole preparation, injection, and cure for allenvironmental conditions permitted in the qualification.

adhesive anchor system —this standard addresses the

testing and assessment of adhesive anchor systems, whereby

all components of the system (for example, the anchor itself

and all accessories and instructions necessary for the

installation in the drilled hole) are included in the assessment.

Instructions for use as provided by the manufacturer, should

include specific instructions for all conditions of installation

to be included in the evaluation, including installation in

water-saturated concrete, water-filled holes, overhead

installation, and other adverse installation conditions.

aggressive environment—any anchor environmentalexposure that may be characterized as equivalent to thatproduced by exposure of the adhesive compound to an alkalineenvironment and a high sulfur dioxide concentration.

aggressive environment —testing of adhesive compounds

as used in adhesive anchor applications to resist chemicalexposure is limited in this standard to alkalinity, which is

mandatory, and sulfur dioxide, which is optional. As both of

these tests involve exposure to water, evaluation of the adhesive

for susceptibility to hydrolyzation is included as well. ACI

Committee 355 believes alkalinity is the most common

aggressive chemical exposure condition. This standard

considers the effects of alkalinity and sulfur dioxide separately,

and the αdur factor is taken as the condition representing the

greatest reduction in strength.

anchor—a steel element post-installed into a hardenedconcrete member and used to transmit applied loads. Steelelements for adhesive anchors may include threaded rods,

deformed reinforcing bars, or internally threaded steelsleeves with external deformations.

anchor —the term “anchor,” as used herein, refers to the

steel component bonded to the concrete with adhesive. The

bond model used in ACI 318M is appropriate for steels only

because the use of non-steel elements may influence the bond

stress distribution and may involve failure modes not

considered in the model.

anchor category—an assigned rating that corresponds toa specific strength reduction factor φ for concrete failuremodes associated with anchors in tension. The anchorcategory is established by performance of the anchor inreliability tests.

anchor category —assignment of the anchor category isintended to represent sensitivity of the anchor system (for

example, variations in installation conditions). It is used to

determine the strength reduction factor in ACI 318M,

Appendix D.

anchor installation—unless otherwise noted, the processdefined by the MPII for the subject anchor.

anchor installation —anchor installation parameters

shall include, but are not limited to, ambient air and

concrete temperature at the time of installation, concrete

type and strength, presence of moisture or water in the

drilled hole at installation time, hole drilling method, hole

diameter, hole cleaning and preparation requirements,

adhesive material conditioning, mixing and placement,

anchor element installation and retention, gel and cure time

restrictions, and installer safety requirements. It is assumed

that all aspects of anchor installation are described in the

MPII for all installation conditions, including installation

direction and concrete temperature.

bulk adhesives—two-component adhesives supplied inindustrial quantities in either barrels or 4 to 19 L cans. Theyare delivered with a bulk dispensing machine wherebymetering and mixing of the components are automaticallycontrolled during dispensing through a metering manifoldand disposable mixing nozzle.




bulk adhesives —the use of bulk adhesive in conjunction

with automatic mixing and metering equipment that ensures

the correct proportioning and mixing of the adhesive

components is permitted in conjunction with the standard.

Such equipment is considered part of the adhesive anchor

system. The use of bulk adhesive components metered,

mixed, and delivered manually (that is, poured) is not

addressed by this standard.

capsule anchor systems—adhesives for anchor applicationspackaged in glass or foil capsules. Capsule diametercorresponds approximately to nominal anchor diameter. Thequantity of resin, hardener, and aggregate component in eachcapsule is suitable for a single anchor application. Componentmixing is achieved during anchor installation. The capsule isfragmented and becomes part of the hardened resin matrix.

capsule anchor systems —unlike cartridge and bulk adhesive

anchor systems, capsule anchor systems are designed to

deliver a finite quantity of adhesive into the drilled hole.

Their use, therefore, is generally limited to discrete embedment

depths for each anchor diameter corresponding to complete

filling of the annular gap with cured adhesive. For deeper embedments, use of multiple capsules may be specified by the

manufacturer. The drilling action during setting of spin-set

capsule anchors is critical to the correct mixing and curing

of adhesive. Unlike cartridge systems, the characteristics of

the tool used for setting of the anchor, such as horsepower,

torque, and rpm, is an integral part of the anchor system.

Capsule anchors that are set with hammering action only,

hammer-set may have other parameters that are critical in

this regard.

cartridge systems—two-component adhesives for anchorapplications packaged in cartridges for use with either manually-or power-driven dispensers. Metering and mixing of the

components is automatically controlled as the adhesive isdispensed through a manifold and disposable mixing nozzle.

cartridge systems —cartridge systems may employ

different types of injection equipment depending on, for

example, the anchor size and hole depth. Each injection

system used with the adhesive anchor system should be

evaluated as part of the anchor qualification in accordance

with this standard.

characteristic value—the 5 percent fractile, that is, valuewith a 95 percent probability of being exceeded with aconfidence of 90 percent. Refer to five percent fractile.

characteristic value —the characteristic value is used for

design in ACI 318M, Appendix D. The characteristic value is

less than the average by a percentage of the average and

based on the number of tests conducted, the confidence level

that the code writing body elects to use, and an accepted

failure rate. The characteristic value or 5 percent fractile

has been selected for anchorage design.

closed crack—condition of a crack in an unloaded testmember. Refer to hairline crack.

closed crack —crack closure in cracked concrete test

members is facilitated by tension forces in the test member of

the longitudinal reinforcing steel. Following unloading of

the test member, a residual crack width approximately

0.05 mm will typically remain. The residual crack width

associated with a closed crack may be influenced by the

presence of anchors installed in the crack path and by the

crack width cycling history of the test member.

concrete batch—a mixture of specific amounts of cement, aggregate, water, and admixtures prepared andplaced at a specific time and cured in a specific manner.

concrete batch —a concrete batch is one mixture of

concrete from which test members are made. It represents asingle mixture so that variations from different batches can

be eliminated in the testing. Batch control requirements are

provided in 4.4.

concrete breakout failure—failure of the anchor in anunconfined tension test, characterized by the formation of aconical fracture surface originating at or near the embeddedend of the anchor element and projecting to the surface of theconcrete test member.

concrete breakout failure —the concrete breakout surface

is associated with concrete breakout failure mode. The

design method deemed to satisfy the anchor design require-

ments of ACI 318M, Appendix D, idealizes the shape and dimensions of the concrete breakout surface to establish

spacing and edge distance effects associated with concrete

breakout, edge breakout, and pryout failure modes. Adhesive

anchors may exhibit concrete breakout failure before

attainment of the maximum bond stress achievable for the

adhesive in question. Sometimes concrete breakout surface

formation is observable in the test and in other cases it may

not reach the concrete surface before the associated fracture

process in the concrete precipitates a bond failure. Care

should be taken in the characterization of failure modes

based on test observations.

cracked concrete—for the purposes of this standard, atest member with a uniform crack width over the depth of theconcrete test member.

cracked concrete —for purposes of this test program,

cracked concrete refers to an idealized crack with parallel

walls, and not the wedge-shaped crack opening expected in

bending. Parallel crack openings are used because they

represent the most critical condition for the anchor response

to loading.

cure time—the elapsed time from after mixing the adhesivematerial components until the adhesive material in thedrilled hole achieves mechanical properties that correspondto those established with the test conducts described in this

standard and are consistent with final design. cure time —cure time is influenced by concrete and

ambient temperature. For adhesive placement in deep

embedments and/or large-diameter holes, rapid cure

brought on by high concrete temperatures may result in

voids, incomplete embedment of the anchor, and loss of

bond. Retarded cure associated with low temperatures may

likewise result in loss of adhesive in nondownhole applications.

The manufacturer should specify proper procedures for

permissible installation temperatures as required ensuring

correct anchor placement and attainment of maximum bond

strength. Refer to gel time.




dry concrete—concrete that, at the time of adhesiveanchor installation, is 21 days and older and has not beenexposed to water for the preceding 14 days.

dry concrete —the term “dry concrete” as used herein

is relevant to the establishment of anchor performance in

connection with reliability tests.

elevated concrete temperature—interior temperature of

concrete within vicinity of anchor location. Short-term elevatedconcrete temperatures occur over brief intervals, for example, asa result of diurnal cycling. Long-term concrete temperatures areroughly constant over significant periods of time.

elevated concrete temperature —elevated concrete

temperatures arise from a number of factors, including sun

exposure, proximity to operating machinery, or containment

of liquids or gasses at elevated temperature.

To establish design bond strengths, two classes of elevated

concrete temperature are identified:

1. Where elevated concrete temperatures are transient or

part of a regular cycle of heating and cooling, such as

day-night temperature rise and fall, they are considered

short-term elevated temperatures for the purposes of this standard; and

2. Where concrete temperatures may remain elevated

over weeks or months, they should be considered long-

term elevated temperatures.

Concrete temperature as an installation parameter is

addressed separately in 8.6 and 8.7.

five percent fractile—a value corresponding to a 5 percentprobability of nonexceedence with a confidence of 90 percentbased on a Gaussian distribution for which the populationstandard deviation is unknown. Refer to characteristic value.

five percent fractile —this section intentionally left blank.

gel time—the elapsed time after mixing adhesive materialcomponents to onset of significant chemical reaction ascharacterized by an increase in viscosity.

gel time —mechanical disturbance of the chemical reaction

after the gel time has elapsed and before the attainment of

full cure as defined by the cure time is likely to result in

impairment of adhesive material mechanical properties.

hairline crack—a crack in an unloaded test memberresulting from tension loading of the member.

hairline crack —hairline cracks in test members used for

anchor testing in cracks are typically 0.05 mm. The residual

crack width associated with a hairline crack may be influenced

by the presence of anchors installed in the crack path and the

crack width cycling history of the test member.

Independent Testing and Evaluation Agency (ITEA)—a laboratory accredited in conformance with requirements inChapter 12 having responsibility for testing and assessmentof an anchor product in accordance with the criteria in thisstandard.

Independent Testing and Evaluation Agency (ITEA) —

laboratories engaged in testing and evaluation of adhesive

anchor systems must be familiar with the test procedures and

reference standards described in this standard as applicable

and have demonstrated conformance with the procedures

and policies set forth in ISO 17020 and ISO 17025. The

testing agency and evaluation agency may be separate

organizations.

load at loss of adhesion—load corresponding to the lossof adhesion between adhesive and concrete in a tension test(10.4.4.1).

load at loss of adhesion —loss of adhesion is typically

identified as an abrupt change in the load-slip response of an

adhesive anchor in a tension test and marks the transition from resistance associated primarily with adhesion, or

chemical bond, to frictional resistance or micro-keying.

Manufacturer’s Printed Installation Instructions

(MPII)—published instructions for correct anchor installationunder all covered installation conditions as supplied inproduct packaging by the manufacturer of the adhesiveanchor system. The MPII shall include information onstorage conditions, shelf life, and all restrictions on installationconditions (10.22.1).

Manufacturer’s Printed Installation Instructions

(MPII) —for the purposes of this standard, the MPII is the

sole source of instruction for the installation of the adhesive

anchor system. It must be included in packaging for theadhesive anchor system and cannot be supplied in the form

of supplementary documentation or verbal instruction. The

format, text, pictograms, photos, or other graphic devices

used to convey the installation procedures should be legible,

self-explanatory, and understandable for persons having a

secondary school or higher education level. It is the respon-

sibility of the ITEA to evaluate the MPII and assess its

suitability prior to beginning the test program.

primary testing laboratory—ITEA with primary respon-sibility for testing and assessment of an anchor product inaccordance with this standard.

primary testing laboratory —while it is permissible for

multiple ITEAs to be engaged in the assessment of a singleadhesive anchor system, one laboratory is responsible for

the coordination and overall assessment of the system.

pullout failure—a failure mode characterized by thewithdrawal of the anchor element from the concrete withoutrupture of the embedded part—for example, the threaded rodor reinforcing bar—and without formation of a full-depthconical breakout surface. The formation of limited-depthconical breakout surfaces shall also be considered as pulloutfailures.

pullout failure —visual assessment of pullout failure is

difficult in many cases. This standard compares the

predicted concrete breakout strength with the maximum

bond strength, as based on the characteristic limiting bond

stress, to determine pullout failure.

saturated concrete—concrete that, at the time of adhesiveanchor installation, has been exposed to water over a sufficientlength of time to have the maximum possible amount of absorbed water into the concrete pore structure to a depthequal to the anchor embedment depth.

saturated concrete —the term “saturated concrete” as

used herein is relevant to the establishment of anchor perfor-

mance in connection with reliability tests.

shelf life—recommended time that adhesive materialsmay be stored before degradation may begin. Shelf life shall




be determined by appropriate testing, indicated on theadhesive anchor system packaging, with required storageconditions described in the MPII.

shelf life —influenced by storage conditions. The MPII

should clearly state the storage requirements associated

with predicted shelf life for the adhesive.

small, intermediate, and large diameters—the smallest,

intermediate, and largest diameters are to be determined fromthe manufacturer’s published or production anchor diametersof the tested anchor system. The intermediate diameter shallbe taken as least 3 mm larger than the smallest diameter andthe diameter most closely representing the arithmetic meanof the smallest and largest diameters.

small, intermediate, and large diameters —this section

intentionally left blank.

splitting failure—a concrete failure mode characterizedby the formation of a planar crack in the concrete parallel toand extending through the axis of the anchor or anchors.

standard temperature—23°C ± 4°C.statistically equivalent—two groups of test results shall

be considered statistically equivalent if there are no significantdifferences between the means and the standard deviationsof the two groups. Such statistical equivalence shall bedemonstrated using a one-sided Student’s t -Test at a confidencelevel of 90 percent.

steel failure—a failure mode characterized by fracture of the anchor element.

test member—a concrete element in which anchors areinstalled and tested.

test member —this section intentionally left blank.

test series—a group of identical anchors tested underidentical conditions. Identical conditions include anchordiameter, length, embedment, spacing, edge distance, hole

diameter and depth, concrete density/weight, test memberthickness, and concrete compressive strength.

uncracked concrete—for purposes of this standard, aconcrete test member that is uncracked at the beginning of the test.

CHAPTER 3—GENERAL REQUIREMENTS3.1—Test organization

3.1.1 Qualification of an anchor system in accordance withACI 355.4M evaluates the anchor system under four types of tests:

1. Identification tests to evaluate anchor compliance withmanufacturer’s specifications (Chapter 5)

2. Reference tests to obtain baseline values for theevaluation of reliability and service-condition testresults (Chapter 6)

3. Reliability tests to assess anchor sensitivity to adverseinstallation conditions and long-term loading (Chapter 7)

4. Service-condition tests to establish anchor performanceunder expected service conditions (Chapter 8)

R3.1.1 The classification of test types in this standard is

identical to that established in ACI 355.2 (ACI Committee

355 2007).

3.1.2 In addition, the following supplemental service-condi-tion tests (3.1.2.1 through 3.1.2.3) are included (Chapter 9).

3.1.2.1 Mandatory round-robin tests for adhesiveanchors shall be performed to establish the effects of regional variations in concrete on anchor behavior (9.1).

R3.1.2.1 Round-robin tests were introduced in ACI 355.4M

to avoid undue influence of regional concrete composition

on anchor tension strength. Round-robin tests followed

extensive, but inconclusive, investigations to determine

the precise nature of concrete composition influence onadhesive anchor performance. Theories regarding this effect

include variations in concrete porosity, as reflected in the

concrete density, and aggregate hardness. Limited experi-

mental evidence indicates these effects may lessen as the

concrete age increases.

Round-robin tests are performed in regional concretes to

establish and compare a nominal bond strength for generally

expected anchor performance against the tested anchor

bond strength. Based on round-robin tests (establishing a

bond strength above or below the ITEA value) the reported

bond strength is adjusted up or down. Refer to 9.1 and 10.4.1

for further methodology.

3.1.2.2 Supplemental assessment tests for multipleanchor element types (refer to 3.4).

3.1.2.3 Supplemental assessment tests for alternatedrilling methods (refer to 3.5).

3.2—Variables and options R3.2 Optional tests are specified in ACI 355.4M. Omission of

optional tests will result in limitations being placed on use of

the adhesive anchor system.

3.2.1 The assessment of a given anchor system in accordancewith ACI 355.4M includes consideration of the followingsystem variables and optional installation and use conditions:

1. Presence of water during anchor installation—Installation procedures, including hole cleaningprocedures, are as specified in the MPII. Hole cleaningprocedures typically include vacuuming, evacuationwith forced air, and brushing. Quantification of thenumber, order, and duration of cleaning operations anddescription of equipment used is required. The defaultinstallation condition for verification of the holecleaning procedure is dry concrete. Verification inwater-saturated concrete is mandatory. Options includeinstallation in water-filled holes and in submergedconcrete (7.6 through 7.8 and 7.10 through 7.12).

2. Drilling method —The default drilling method uses a

rotary hammer drill with carbide bit. Optional drillingmethods for assessment includes core drilling and rock drilling (3.5).

3. Installation direction—Installation direction is theorientation of the axis of the anchor relative to gravity.Unless otherwise noted, the installation direction isvertically down. Optional installation directions forassessment extenuation are horizontal and vertical (7.18).

4. Installation temperature—The default concretetemperature range during anchor installation is 10 to27°C. Options include installation at lower concretetemperatures (8.6).




5. Embedment depth and anchor diameter —The anchordiameters and associated embedment depth range arespecified by the manufacturer within the rangespermitted by this standard (refer to Chapter 1).

6. Anchor element type—Anchor element types used inthe anchorage system include different steel materialtypes such as carbon and stainless steels, different

tensile strengths of the steel, and different anchorelements such as threaded rods, reinforcing bars, andinternally threaded inserts (3.4).

7. Environmental use conditions—Default conditions aredry and wet environments with service temperaturesranging from –40°C to the maximum long- and short-term service temperatures corresponding to thetemperature categories given in Table 8.1.

8. Chemical exposure—The default exposure conditionis high alkalinity in a wet environment. The optionalexposure condition is sulfur dioxide (8.8).

9. Concrete condition—Options include uncrackedconcrete or uncracked and cracked concrete.

10. Loading—Default loading conditions are staticloading including sustained loads. Qualification forseismic loading is optional in conjunction with qualifi-cation for cracked concrete (8.12 and 8.13).

11. Member thickness—The default minimum memberthickness is hef,min + ∆h. Refer to 1.2.1 for hef,min and10.7 for ∆h. For smaller values of ∆h, tests shall beconducted to verify that holes may be drilled andanchors installed without concrete spalling on thebackside of the member for specific ratios of hef / h.

3.2.2 Limitations on conditions of use as a function of whichoptional tests are performed are described in 10.22.1.

3.3—Test requirements R3.3 This standard makes a fundamental distinction

between anchors qualified for use exclusively in concrete

that is expected to remain uncracked over the service life of

the anchorage and anchors qualified for use in concrete that

may be cracked or uncracked over the service life of the

anchorage.

Table 3.1 addresses qualification for use in uncracked

concrete only, while Table 3.2 addresses cracked concrete

qualification as well as qualification for seismic loading.

Note that qualification for seismic loading can only be

conducted in the context of qualification for cracked concrete.

Table 3.3 provides an abbreviated test program for anchors to

be qualified for use in cracked concrete, but without the option

to achieve qualification for seismic loading.

3.3.1 Test requirements for adhesive anchors assessed toresist static loads in uncracked concrete conditions aredefined in Table 3.1.

3.3.2 Test requirements for adhesive anchors assessed toresist static loads in both cracked and uncracked concreteconditions are defined in Tables 3.2 and 3.3. The reduced testprogram in Table 3.3 is associated with a predefined andconservative value for the ratio of characteristic limitingbond stresses in uncracked and cracked concrete. For optimi-zation of the predicted strength of anchors in cracked

concrete conditions, the entire test program outlined inTable 3.2 must be conducted.

3.3.3 Test requirements for adhesive anchors to beassessed to resist seismic loads are defined in Table 3.2.Tables 3.1 and 3.3 may not be used to assess anchors toresist seismic loads.

3.4—Assessment for multiple anchor elementtypes for adhesive anchors R3.4 When tests are performed on one type of anchor

material such as carbon steel-threaded rod and the qualification

is intended to include other types of threaded rod, such as

stainless steel or hot-dip galvanized rod, then the testing and

assessment of the adhesive anchor system is conducted for

the primary rod type (usually carbon steel) and supplementary

tests are conducted using the second rod type in accordance

with Table 3.4. This abbreviated testing and assessment is

primarily intended to address change in the torque-tension

relationship associated with different rod materials, coatings,

and thread types (ANSI/ASME B1.1 1989).

If the additional testing performed using Table 3.4 indicatessignificant differences between the bond stresses of the two

anchor elements, then repeat the entire test program for the

anchor element.

3.4.1 When the assessment encompasses multipleanchor element material types such as carbon and stainlesssteel, the entire assessment shall be permitted to beperformed with one anchor type; however, the other anchorelement types shall be subjected to additional tests in accor-dance with Table 3.4.

3.5—Assessment for alternate drilling methods R3.5 Hammer drilling and rock drilling are assumed to

produce similar hole wall characteristics from the standpoint of bond strength development. Drilling with diamond core

bits, dry or wet, produces a smoother hole wall with a layer of

drilling slurry or dust that can impair bond development.

3.5.1 Qualification of anchors using drilling methods otherthan carbide bit rotary-hammer must meet the requirementsnoted in 3.5.1.1 and 3.5.1.2.

3.5.1.1 Perform supplemental tests in accordance withTable 3.5 using the alternate drilling method. Install anchorsin accordance with the MPII.

3.5.1.2 Results of supplemental testing required inTable 3.5 must be compared to corresponding tests conductedusing a carbide rotary-hammer bit. If the comparison doesnot indicate statistical equivalence in test results betweencarbide rotary-hammer drilling and the alternative drillingmethod, then the alternative drilling method must be qualifiedusing the test requirements of 3.3.

There are, however, two exceptions: 1) testing for shearcapacity of the anchor element need not be repeated.Additional testing for shear capacity of the anchor elementis not required and may be omitted (Table 3.1, Test 12;Table 3.2, Test 16; or Table 3.3, Test 13); and 2) testingusing a carbide rotary-hammer drill shall also be valid forpercussive drilling, like pneumatic rock drilling, withoutsupplementary tests. Testing using percussive drilling,




Table 3.1—Test program for evaluating adhesive anchor systems in uncracked concrete

Testing Assessment

f c* hef

†

Minimumsample size

n minTest no. Test reference Purpose Test parameters α req

Load anddisplacement

Reference tests

1a Chapter 6Reference tension inlow-strength concrete

Tension, confined, single anchor awayfrom edges — — low

minmax

Five perconcrete batch

1b Chapter 6Reference tension in

high-strength concreteTension, confined, single anchor away

from edges— — high min


Reliability tests

2a 7.5 Sensitivity to hole cleaning, drysubstrate

Tension, confined, single anchor awayfrom edges

10.4.6 10.4.210.4.4

low max Five‡

2b 7.6 Sensitivity to hole cleaning, installationin water-saturated concrete


10.4.6 10.4.210.4.4

low max Five‡

2c 7.7Sensitivity to hole cleaning, installation

in a water-filled hole§Tension, confined, single anchor away

from edges 10.4.6 10.4.2

10.4.4low max Five‡

2d 7.8Sensitivity to hole cleaning,

installation in submerged concrete§Tension, confined, single anchor away

from edges 10.4.6

10.4.210.4.4

low max Five||

2e 7.9 Sensitivity to mixing effortTension, confined, single anchor away

from edges 10.4.610.4.210.4.4 low max Five#

2f ** 7.10 Sensitivity to installationin water-saturated concrete


10.4.6 10.4.210.4.4

low max Five‡

2g 7.11Sensitivity to installation

in a water-filled hole§Tension, confined, single anchor away

from edges 10.4.6

10.4.210.4.4

low max Five‡

2h 7.12Sensitivity to installation in submerged

concrete§Tension, confined, single anchor away

from edges 10.4.610.4.210.4.4 low max Five||

3 7.16Sensitivity to freezing/thawing

conditionsSustained tension, residual capacity,

confined test 0.90

10.4.2

10.4.410.10 high min†† Five#

4 7.17 Sensitivity to sustained loadSustained tension, residual capacity,

confined test 0.9010.4.210.4.410.11

low min†† Five#

5 7.18 Sensitivity to installation direction§ Tension, confined, single anchor awayfrom edges

0.9010.4.210.4.410.12

low max Five#

6 7.19 Torque test‡‡ Application of torque, confined, singleanchor away from edges

— 10.8 high min Five||

Service-condition tests

7a 8.4 Tension in low-strength concreteTension, unconfined, single anchor

away from edges§§ —10.4.210.4.410.4.5

low minmax Five||

7b 8.4 Tension in high-strength concrete|||| Tension, unconfined, single anchor

away from edges§§ —10.4.210.4.410.4.5

high min Five||

8a 8.5 Tension at elevated temperaturesTension, confined, single anchor away

from edges—

10.4.210.4.410.13

low minFive

#

8b 8.6Tension at decreased installation

temperature§Tension, confined single anchor away

from edges —10.4.210.4.410.14

low min Five#

8c 8.7 Curing time at standard installationtemperature

Tension, confined single anchor awayfrom edges

—10.4.210.4.410.15

low min Five#

9a 8.8 Resistance to alkalinity Slice tests — 10.16 low — Ten#

9b 8.8 Resistance to sulfur§ Slice tests — 10.16 low — Ten#

10 8.9Edge distance in corner condition to

develop full capacityTension, unconfined single anchor in

corner with proximate edges## — 10.17 lowminmax Four||

11 8.10Minimum spacing and edge distance to

preclude splitting

High installation tension (torque orunconfined tension), two anchors near

an edge##— 10.18 low min Five||

12 8.11Shear capacity of steel element having a

non-uniform cross section*** Shear, single anchor away from edges — 10.6 low min Five||

13 9.1Round-robin tests for regional concrete

variationTension, confined and unconfined

single anchor away from edges — 10.4.1 low††† 7d a Five#

14 9.2 Minimum member thickness§ Installation tests## — 10.7 low max Ten||

*For definition of high- and low-strength concrete, refer to 4.3.4.†Where MPII specifies multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby hef,max / hef,min ≤ 5.0 (4.7.2).‡Test small, medium, and large diameters.§Optional test.||Test all diameters.#Test the nominal M12 diameter or the smallest nominal diameter if it is larger than M12. For overhead and horizontal orientations, test the largest diameter for which recognition is sought.For tests conducted in accordance with 9.1, tests shall be performed with a nominal M12 anchor only.**Test 2f may be omitted if Test 2g is performed.††Refer to 4.7.2.2.‡‡Refer to 3.4 for multiple anchor element types.§§Alternatively, tests may be performed as confined tests.||||Tests are optional if test results of Test 1b can be shown to be statistically equivalent to or greater than the results of Test 1a. If Test 7b is not performed, limit the calculated anchortension resistance to f c′ = 17 MPa regardless of the in-place concrete strength.##Use minimum member thickness hmin for these tests.***Test is required only for anchors having a cross-sectional area, within five anchor diameters of the shear failure plane, that is less than that of a threaded bolt having the samenominal diameter as the anchor.†††Test in concrete having a measured compressive strength of 21 ± 3.5 MPa at the time of testing.




Table 3.2—Test program for evaluating adhesive anchor systems for cracked and uncracked concrete (cont.)

Testing

Crackwidth ∆w,

mm

Assessment

f c* hef

†

Minimumsample size

n min

Testno.

Testreference Purpose Test parameters α req

Load anddisplace-

ment

Reference tests

1a Chapter 6Reference tension in low-strength

concreteTension, confined, single anchor away

from edges — — — lowminmax


1b Chapter 6Reference tension in low-strength,

cracked concreteTension, confined, single anchor away

from edges 0.3 — — low minFive per

concrete batch

1c Chapter 6Reference tension in high-strength

concreteTension, confined, single anchor away

from edges — — — high minFive per

concrete batch

1d Chapter 6Reference tension in high-strength,

cracked concrete‡Tension, confined, single anchor away

from edges0.3 — — high min Five per

concrete batch

Reliability tests

2a 7.5 Sensitivity to hole cleaning, dry substrate Tension, confined, single anchor awayfrom edges

— 10.4.6 10.4.210.4.4

low max Five§

2b 7.6 Sensitivity to hole cleaning, installationin water-saturated concrete


— 10.4.6 10.4.210.4.4

low max Five§

2c 7.7Sensitivity to hole cleaning, installation

in a water-filled hole||Tension, confined, single anchor away

from edges— 10.4.6

10.4.410.4.4

low max Five§

2d 7.8Sensitivity to hole cleaning, installation

in submerged concrete||Tension, confined, single anchor away

from edges— 10.4.6 10.4.4 low max Five#

2e 7.9 Sensitivity to mixing effort

Tension, confined, single anchor away

from edges — 10.4.6

10.4.2

10.4.4 low max Five

**

2f †† 7.10Sensitivity to installation

in water-saturated concreteTension, confined, single anchor away


10.4.210.4.4

low max Five§

2g 7.11Sensitivity to installation

in a water-filled hole||Tension, confined, single anchor away

from edges— 10.4.6 10.4.2

10.4.4low max Five§

2h 7.12Sensitivity to installation in submerged

concrete||Tension, confined, single anchor away


10.4.210.4.4

low max Five#

3 7.13Sensitivity to crack width in

low-strength concreteTension, confined, single anchor away

from edges 0.5 0.8010.4.410.4.4 low min Five§

4 7.14Sensitivity to crack width in

high-strength concrete‡Tension, confined, single anchor away

from edges0.5 0.80

10.4.210.4.4

high min Five§

5 7.15 Sensitivity to crack width cyclingSustained tension, single anchor away

from edges, residual capacity,confined test

0.1 to 0.3 0.9010.4.210.4.410.9

low min Five #

6 7.16Sensitivity to freezing/thawing

conditions

Sustained tension, residual capacity,

confined test

— 0.9010.4.210.4.4

10.10

high min‡‡ Five**

7 7.17 Sensitivity to sustained load Sustained tension, residual capacity,confined test

— 0.9010.4.210.4.410.11

low min‡‡ Five**

8 7.18 Sensitivity to installation direction|| Tension, confined, single anchor awayfrom edges

— 0.9010.4.210.4.410.12

low max Five**

9 7.19 Torque test§§ Application of torque, confined, singleanchor away from edges

— — 10.8 high min Five#


11a 8.4 Tension in low-strength concreteTension, unconfined, single anchor

away from edges— —

10.4.210.4.410.4.5

lowminmax Five#

11b 8.4 Tension in high-strength concrete‡ Tension, unconfined, single anchoraway from edges

— —10.4.210.4.410.4.5

high min Five#

11c 8.4 Tension in low-strength, crackedconcrete

Tension, unconfined, single anchoraway from edges

0.3 — 10.4.210.4.410.4.5

low min Five#

11d 8.4Tension in high-strength, cracked

concrete‡Tension, unconfined, single anchor

away from edges 0.3 —10.4.210.4.410.4.5

high min Five#

12a 8.5 Tension at elevated temperaturesTension, confined single anchor away

from edges — —10.4.210.4.410.13

low min Five **


temperature ||Tension, confined single anchor away

from edges— —

10.4.210.4.410.14

low min Five**

12c 8.7 Curing time at standard installationtemperature

Tension, confined single anchor awayfrom edges

— —10.4.210.4.410.15

low min Five**




Table 3.3—Reduced test program for evaluating adhesive anchor systems in cracked and uncrackedconcrete (cont.)

Testing Crackwidth ∆w,

mm

Assessment

f c* hef

†

Minimumsample size

n min

Testno.



Reference tests

1a Chapter 6 Reference tension inlow-strength concrete

Tension, confined, single anchoraway from edges

— — — low minmax


1b Chapter 6Reference tension in

high-strength concreteTension, confined, single anchor

away from edges — — — high minFive per

concrete batch

Reliability tests

2a 7.5Sensitivity to hole cleaning,

dry substrateTension, confined, single anchor

away from edges — 10.4.610.4.210.4.4 low max Five‡

2b 7.6Sensitivity to hole cleaning,

installation in water-saturatedconcrete

Tension, confined, single anchoraway from edges — 10.4.6

10.4.210.4.4 low max Five‡

2c 7.7 Sensitivity to hole cleaning,installation in a water-filled hole§ Tension, confined, single anchoraway from edges — 10.4.6 10.4.210.4.4 low max Five‡

2d 7.8Sensitivity to hole cleaning,

installation in submerged

concrete§

Tension, confined, single anchoraway from edges — 10.4.6 10.4.2

10.4.4 low max Five||

2e 7.9 Sensitivity to mixing effortTension, confined, single anchor

away from edges — 10.4.610.4.210.4.4 low max Five#

2f** 7.10 Sensitivity to installation inwater-saturated concrete

Tension, confined, single anchoraway from edges — 10.4.6 10.4.2

10.4.4 low max Five‡

2g 7.11Sensitivity to installation in a

water-filled hole§Tension, confined, single anchor

away from edges— 10.4.6 10.4.2

10.4.4low max Five‡

2h 7.12Sensitivity to installation in

submerged concrete§Tension, confined, single anchor

away from edges— 10.4.6 10.4.2

10.4.4low max Five||

Testing

Crackwidth ∆w,

mm

Assessment

f c* hef

†

Minimumsample size

n min

Testno.


Load anddisplace-

ment

13a 8.8 Resistance to alkalinity Slice tests — — 10.16 low — Ten**

13b 8.8 Resistance to sulfur|| Slice tests — — 10.16 low — Ten**

14 8.9

Edge distance in corner condition to

develop full capacity

Tension, unconfined single anchor in

corner with proximate edges## — — 10.17 low

min

max Four

#

15 8.10 Minimum spacing and edge distance topreclude splitting

High installation tension (torque orunconfined tension) two anchors near

an edge##— — 10.18 low min Five#

16 8.11Shear capacity of anchor element having

a non-uniform cross sectionShear, single anchor away from

edges*** — — 10.6 low min Five#

17 8.12 Seismic tension|| Pulsating tension, single anchor awayfrom edges 0.5 —

10.4.210.4.410.19

lowminmax Five#

18 8.13 Seismic shear|| Alternating shear, single anchor awayfrom edges

0.5 — 10.20 low min Five§

19 9.1 Round-robin tests for regional concretevariation

Tension, confined and unconfinedsingle anchor away from edges

— — 10.4.1 low††† 7d a Five**

20 9.2 Minimum member thickness|| Installation tests## — — 10.7 low max Ten#

*For definition of high- and low-strength concrete, refer to 4.3.4.†Where MPII specify multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby hef,max /hef,min ≤ 5.0 (4.7.2).‡Tests are optional if test results of Test 1c can be shown to be statistically equivalent to or greater than results of Test 1a. If any of Tests 1d, 4, 11b, and 11d are not performed, limitcalculated anchor tension resistance to f c′ = 17 MPa.§Test small, medium, and large diameters.||Optional test.#Test all diameters.**Test the nominal M12 diameter or the smallest nominal diameter if it is larger than M12. For overhead and horizontal orientations, test the largest diameter for which recognitionis sought. For tests conducted in accordance with Section 9.1, tests shall be performed with a nominal M12 anchor only.††Test 2f may be omitted if Test 2g is performed.‡‡Refer to Section 4.7.2.2.§§Refer to Section 3.4 for multiple anchor element types.##Use minimum member thickness hmin for these tests.***Test is required only for anchors having a cross-sectional area, within five anchor diameters of the shear failure plane, that is less than that of a threaded bolt having the samenominal diameter as the anchor.†††Test in concrete having a measured compressive strength of 21 MPa ± 3.5 MPa at the time of testing.

Table 3.2—Test program for evaluating adhesive anchor systems for cracked and uncracked concrete (cont.)




Testing Crackwidth ∆w ,

mm

Assessment

f c* hef

†

Minimumsample size

n min

Testno.



3 7.15Sensitivity to crack width

cycling

Sustained tension, single anchoraway from edges, residual

capacity, confined test0.1 to 0.3 0.90

10.4.210.4.410.9

low min Five||

4 7.16 Sensitivity to freezing/thawingconditions

Sustained tension, residualcapacity, confined test

— 0.9010.4.210.4.410.10

high min†† Five#

5 7.17 Sensitivity to sustained load Sustained tension, residualcapacity, confined test

— 0.9010.4.210.4.410.11

low min†† Five#

6 7.18Sensitivity to installation

direction§Tension, confined, single anchor

away from edges-— 0.90

10.4.210.4.410.12

low max Five#

7 7.19 Torque test‡‡ Application of torque, confined,single anchor away from edges — — 10.8 high min Five||


8a 8.4 Tension in low-strength concreteTension, unconfined, single

anchor away from edges— —

10.4.210.4.410.5

lowminmax Five||

8b 8.4Tension in high-strength

concrete§§

Tension, unconfined, single

anchor away from edges— —

10.4.210.4.410.5

high min Five||

9a 8.5 Tension at elevated temperaturesTension, confined single anchor

away from edges — —10.4.210.4.410.13

low min Five#


temperature§Tension, confined single anchor

away from edges — —10.4.210.4.410.14

low min Five#

9c 8.7 Curing time at standardinstallation temperature

Tension, confined single anchoraway from edges

— —10.4.210.4.410.15

low min Five#

10a 8.8 Resistance to alkalinity Slice tests — — 10.16 low - Ten#

10b 8.8 Resistance to sulfur§ Slice tests — — 10.16 low - Ten#

11 8.9Edge distance in corner condition

to develop full capacity

Tension, unconfined singleanchor in corner with proximate

edges##

— — 10.17 lowminmax Four||

12 8.10Minimum spacing and edgedistance to preclude splitting

High installation tension (torqueor unconfined tension), two

anchors near an edge##— — 10.18 low min Five||

13 8.11Shear capacity of anchor element

having a non-uniform crosssection

Shear, single anchor away from

edges*** — — 10.6 low min Five||

14 9.1 Round-robin tests for regionalconcrete variation

Tension, confined and unconfinedsingle anchor away from edges

— — 10.4.1 low††† 7d a Five#

15 9.2 Minimum member thickness§ Installation tests## — — 10.7 low max Ten||

*For definition of high- and low-strength concrete, refer to 4.3.4.†Where MPII specify multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby hef,max / hef,min ≤ 5.0 (4.7.2).‡Test small, medium, and large diameters.§Optional test.||Test all diameters.#Test nominal M12 diameter or smallest nominal diameter if it is larger than M12. For overhead and horizontal orientations, test largest diameter for which recognition is sought.For tests conducted in accordance with 9.1, tests shall be performed with nominal M12 anchor only.**Test 2f may be omitted if Test 2g is performed.††Refer to 4.7.2.2.‡‡Refer to 3.4 for multiple anchor element types.§§Tests are optional if test results of Test 1b can be shown to be statistically equivalent to or greater than results of Test 1a. If Test 8b is not performed, limit calculated anchortension resistance to f c′ = 17 MPa.##Use minimum member thickness hmin for these tests.***Test is required only for anchors having cross-sectional area within five anchor diameters of the shear failure plane that is less than that of threaded bolt having same nominaldiameter as anchor.†††Test in concrete having measured compressive strength of 21 ± 3.5 MPa at time of testing.

Table 3.3—Reduced test program for evaluating adhesive anchor systems in cracked and uncrackedconcrete (cont.)






4.2.4 The sample sizes given in Tables 3.1 through 3.3are the minimum required to satisfy ACI 355.4M. Thesample size may be increased at the discretion of the ITEAor manufacturer.

4.2.5 Where tension tests on anchor elements are requiredto establish steel properties, a minimum of three replicatesshall be performed.

4.3—Concrete for test members4.3.1 Concrete used in testing shall meet the requirements

of 4.3. To assess the performance of an anchor for use inconcrete outside of the scope of ACI 355.4M, additionaltests consistent with the requirements of Tables 3.1 through3.3 shall be conducted with that concrete.

R4.3.1 As a rule, testing is conducted in concrete using

portland cement, normalweight aggregate, and natural sand

without cement replacements, admixtures, or other enhance-

ments. The results of these tests are assumed to be generally

applicable to a wide range of concrete mixture designs with

modification factors applied to the bond strength or concrete

breakout strength where applicable. Where specific qualifi-cation is desired for anchors used in lightweight concrete or

concrete containing cement replacements, admixtures, or

other enhancements such as to support increased design

values over those provided for in ACI 318M, the test

program must be repeated using mixture designs that employ

the lightweight aggregate, cement replacement, admixture,

or enhancement in question.

4.3.2 Coarse and fine aggregates in concrete shall complywith ASTM C33/C33M. The aggregate description shallinclude rock and mineral components, shape, hardness, andmaximum size and grading specification. Use a maximumcoarse aggregate size of either 19.0 or 25.0 mm.

R4.3.2 The influence of aggregate type on bond strength isnot well understood. Round-robin tests are required to minimize

the potential impact of locally favorable or unfavorable

aggregate types on the results of qualification testing.

4.3.3 For general qualification for use of the anchorsystem in normalweight concrete, use portland cementconforming to ASTM C150/C150M. The concrete mixtureshall not include cement replacements such as slag cement,fly ash, and silica fume or limestone powder. If a concretemixture is used for test members that do not conform to themixture requirements listed herein, a description of theconcrete mixture components and proportions shall beincluded in the test report. In this case, qualification will bespecific to the tested concrete mixture.

R4.3.3 Use of blended cements constitutes a nonstandard

concrete mixture design. Use of lightweight aggregates can

result in a reduction of bond strength. Where bond values in

excess of those specified in ACI 318M, Appendix D, for

adhesive anchors in lightweight concrete are required, these

must be based on testing in lightweight concrete.

4.3.3.1 For qualification of anchors in lightweightconcrete, all tests shall be conducted in lightweight concreteunless the default values in ACI 318M, Appendix D, are used.

4.3.4 Test anchors in test members cast of concrete withintwo nominal compressive strength ranges:

• Low-strength concrete: 17 to 28 MPa• High-strength concrete: 46 to 60 MPa

R4.3.4 The influence of concrete compressive strength (as

measured in a uniaxial compressive test) on anchor bond

strength is dependent on specific bonding properties of the

adhesive anchor system and must be established by test.

Tests are conducted in low- and high-strength concrete to

assess whether there is a direct or inverse correlationbetween concrete compressive strength and bond strength

for the adhesive anchor system in question.

4.3.5 Test members shall be at least 21 days old at the timeof anchor installation and testing.

R4.3.5 Testing of anchors in concrete less than 21 days old

constitutes testing in a nonstandard concrete.

4.3.6 Refer to 9.1 for additional requirements in conjunctionwith round-robin testing for adhesive anchors.

4.3.7 It shall be permitted to test anchors, when required,in test members cast of concrete with a nominal compressivestrength of 14 MPa; however, the results may not be normal-ized for any other strength concrete.

R4.3.7 ACI 318M currently specifies a minimum concretestrength of 17 MPa. In prior codes, the minimum concrete

compressive strength was 14 MPa. Testing in concrete with

a compressive strength of 14 MPa may be necessary to validate

the use of anchors in existing structures. The results of tests

obtained in 14 MPa concrete may not be increased for use of

anchors in higher concrete strengths.

4.4—Requirements for test members4.4.1 Test members shall conform to the requirements of

ASTM E488. Where the requirements of ASTM E488conflict with this standard, the provisions of this standardshall take precedence.

R4.4.1 ASTM E488 establishes general procedures for thetesting of anchors in tension and shear.

4.4.2 Reliability tests and reference tests to which they arecompared shall be conducted in the same batch of concrete.

R4.4.2 Batch control (refer to Fig. R.4.1) is required for

reference tests to ensure that the resultant α values reflect

actual variations in anchor behavior, not concrete composition.

4.4.3 Casting, curing, and strength determination of test

members

4.4.3.1 Cast test member either horizontally or vertically. If the test member is cast vertically, limit the maximum heightof a concrete lift to 1.5 m.

R4.4.3.1 Casting of test members in the vertical position

provides for formed surfaces on the top and bottom sides of

the test member and minimizes the effect of irregularities in

the surface concrete on anchor performance. Care should be

exercised in vertical casting that the casting process does

not result in concrete with significant strength variation due

to segregation and bleeding effects, especially in the case of

lower-strength concrete.

4.4.3.2 Sample, mold, and cure compressive strengthcylinders in accordance with ASTM C31/C31M. Curecylinders to the same environmental conditions as the testmember. Remove molds from cylinders concurrent withremoval of forms and curing covers from the test member.




4.4.3.3 Determine test member concrete compressivestrength at the time of anchor testing from compression testsconducted on concrete cylinders in accordance with ASTMC39/C39M or cores extracted from the test member inaccordance with ASTM C42/C42M. The results of tests on

cylinders and cores shall not be combined for the establishmentof the mean compressive strength at a given concrete age.Determine mean strength test values from: (a) linear interpola-tion of a test series using the beginning and ending tests asendpoints; or (b) strength-age relationships developed usingcompression tests of concrete test members at various test ages.

R4.4.3.3 Cylinder compressive strengths are preferable

to concrete cores for the determination of member

compressive strength. The potential differences in measured

compressive strength resulting from tests on cores or on

cylinders should be accounted for.

4.4.4 Test members for tests in uncracked concrete—Testmembers for tests in uncracked concrete shall be unreinforced

except as required to permit efficient handling of the testmember or distribution of reaction loads from test equipment.Position such reinforcement so that the capacity of the testedanchor is not affected. For concrete breakout failure, thisrequirement is satisfied for anchors tested in tension if thereinforcement is located outside of a virtual cone projectingfrom the embedded end of the anchor to the concrete surfacewith an internal vertex angle of 120 degrees. Additionally,for splitting failure, reinforcement shall be omitted betweenthe anchor location and the concrete edge.

R4.4.4 Positioning of reinforcement as required for safe

transportation of the test member should consider the potential

formation of concrete breakout surfaces. Where anchors are

to be tested in tension, reinforcement should be placed near

the surface and toward the outer edges of the member. Where

anchors are to be tested in shear, reinforcement should not be

placed near the surface or corners of the test member.

4.4.5 Test members for tests in cracked concrete—Testmembers for tests in cracked concrete shall be designed toproduce cracks of reasonably constant width throughout thethickness of the component. The cracks should be spacedsufficiently apart to facilitate testing of individual anchorsplaced in a crack without influence from adjacent cracks. Fortest members that use internal reinforcement to control thecrack width or for specimen handling, place the reinforcement

so there is no influence on the anchor performance. Refer to

Fig. 4.1 for an example test slab configuration. R4.4.5 For additional guidance on preparing and testing

in cracked concrete, refer to Eligehausen et al. (2004).

4.4.5.1 Control the crack width using embedded reinforcingbars oriented perpendicular to the intended crack plane anddistributed symmetrically over the test member cross section.The ratio of tension reinforcement for top and bottom layers tothe area of the crack plane shall be approximately 1 percent.

4.4.5.2 The crack control reinforcement shall bepermitted to cross the potential concrete cone breakoutsurface associated with the test anchor. The centerline-to-centerline distance between any crack control reinforcementand the anchor shall not be less than 0.4h

ef . Greater values

for spacing of reinforcement are allowed as in the case of narrow concrete components, for example:

width x depth = 500 mm x 250 mm

where it is ensured that planar cracks of uniform widththroughout the thickness of the component are produced andthe crack width requirements of ACI 355.4M are satisfied.Furthermore, smaller values for center-to-center distancebetween reinforcement and anchor are allowed in the case of deep embedments where the anchorage mechanism is notinfluenced by the reinforcement. It shall be permitted to

Fig. R4.1—Concept of concrete batches.

Fig. 4.1—Example of test slab for testing in cracked concrete.






4.7—Test methods4.7.1 Test anchors in conformance with ASTM E488 and

this standard. Where differences occur, ACI 355.4M shalltake precedence over ASTM E488. The recorded displace-ments should be corrected so that they represent thedisplacement at the concrete surface.

R4.7.1 ASTM E488 provides general guidelines for testing

anchors in tension and shear. It does not contain specificinstructions for many of the tests described in this standard.

4.7.2 Configure tension tests used to establish the characteristiclimiting bond stress so that bond failure is the controllingmode of failure.

R4.7.2 In general, the objective of tension tests in ACI

355.4M is to measure the tension resistance of the adhesive

anchor as governed by bond strength. Where either steel or

concrete breakout failures occur, it may be assumed that the

maximum potential bond strength associated with the adhesive

anchor system is not reflected in the measured peak load.

4.7.2.1 To avoid steel failure, unconfined and confinedtension tests may be performed with an anchor element

having a documented strength exceeding the productspecification, subject to: 1) the geometry and coatings of thesubstitute anchor element shall be identical to the productspecification; or 2) it shall be demonstrated that the substituteanchor element does not affect the function or performanceof the anchor.

R4.7.2.1 For deeper embedments, it may be necessary to

use a high-strength threaded rod to avoid steel failure.

ASTM A193 B7 is a readily available high-strength threaded

rod material. Heat-treatment may also be used to increase

the rod strength. In all cases, the thread configuration

should be representative of the threaded rod types included

in the qualification of the adhesive anchor system.4.7.2.1.1 An exception to this is in cases where use of

a high-strength steel anchor element is insufficient to preventsteel failure (minimum strength equivalent to ASTM A193);the anchor embedment may be reduced accordingly. In caseswhere the embedment depth must be reduced to avoid failuremodes other than bond failure, check the effectiveness of theMPII by other means; with respect to hole cleaning andinjection at the unreduced maximum hole depth, also check by other means. The method described in 4.7.2.1.2 shall bepermitted.

R4.7.2.1.1 Where it is not possible to preclude steel

failure for a specific embedment, it is permissible to reduce

the bonded length to force a bond failure. When this step is

taken, it is necessary to simulate the hole cleaning and

adhesive injection processes for the full-depth hole condition by

some other means. The use of stacked blocks is one such

method.

4.7.2.1.2 For cases where the embedment depth mustbe reduced to avoid failure modes other than bond failure,the following test method shall be permitted for use to verifythe installation method.

Stack concrete blocks A and B, as shown in Fig. 4.3(a), asrequired to achieve the desired embedment and perform thedrilling operation. Although the core drill is shown, other

drilling methods may be used as appropriate. Seal the interfacebetween the blocks.

1. Clean the hole in accordance with the proceduresdescribed in the MPII (Fig. 4.3(b));

2. Perform adhesive injection in accordance with theprocedures described in the MPII. Limit injection depthto the bottom block B (Fig. 4.3(c));

3. Remove the upper block A and install the anchorelement in accordance with the procedures described inthe manufacturer’s published installation instructions(Fig. 4.3(d)); and

4. Perform a confined tension test to failure (Fig. 4.3(e)). R4.7.2.1.2 The use of stacked concrete blocks enables

duplication of installation conditions, with respect to hole

depth, while still enabling tension testing that results in bond

failure as opposed to failure of the anchor element. Other

methods may be used subject to assessment by the primary

testing laboratory.

4.7.2.2 Proof of maximum bond stress for freezing-and-

thawing and sustained load tests— For establishing the

sustained load applied in freezing-and-thawing andsustained load, tests and all other test series where hef,min isspecified in Table 3.1, 3.2, or 3.3, it shall be demonstratedthat Eq. (4-1) is fulfilled for the hef,min value used. If Eq. (4-1)is not satisfied with the results of unconfined tests, increasethe embedment depth until Eq. (4-1) is satisfied; however,steel failure should be avoided in all tests. Alternatively,conduct confined tests with an embedment of approximately7d a in accordance with 4.7.3.2 and with the value N o,i inaccordance with Eq. (4-2).

N o,i ≤ k m N (4-1)

where k m equals 10 for tests conducted in uncrackedconcrete, and 7 for tests conducted in cracked concrete; N o,i

is the mean ultimate tension load as determined from uncon-fined tests, N; and f c,test,i is the concrete compressivestrength in test series i, MPa.

N o,i = αsetup N o,i,confined N (4-2)

where N o,i,confined is the mean ultimate tension loadmeasured in confined reference tests at hef ≈ 7d a, N, andαsetup is the reduction factor for service-condition testsperformed as confined tests in accordance with 10.4.5.1.

R4.7.2.2 For sustained load tests, it is important that the

sustained load is based on the maximum potential bond

strength on which the anchor design will be based. Many

adhesive anchor systems exhibit concrete breakout failure

when tested in tension at minimum embedment. In these

cases, it is necessary to increase the embedment to a point

where bond failure occurs. The establishment of bond failure

solely on the basis of physical observation of the failed

specimen, however, is problematic. Development of fracture

surfaces that do not project to the concrete surface may

preclude the attainment of maximum potential bond

strength. Comparison of the mean strength obtained in the

tension tests with a predicted value for the concrete breakout

f c test i,, hef

1.5






oriented perpendicular to the crack plane to permit interpolationfor the crack width at the anchor location. Keep the distancefrom the crack width measurement point to the anchorcenterline as small as possible; not to exceed the greater of 1.0hef or 125 mm. Increase the crack width by the specifiedcrack value prior to applying external loads to the anchor.Verify by suitable means that the system used for crack formation and the associated test procedures produce cracksthat remain parallel during the performance of tests. Thecrack width, as measured at the opposite face of the testmember in line with the anchor location, or as estimatedbased on the crack width measurement on each side of thetest member as close to the opposite face as possible, should beapproximately equal to the crack width measured on theanchor side. Verification that the test procedure used for aspecific test will produce the appropriate crack geometryshall be performed at the beginning of the test series.

R4.8.1 The test specimen geometry and loading method

are determinants in whether the cracks remain parallel over

the depth of the member. It is important that the crack width

measurement devices reflect the crack width at the anchor

location. It is generally acceptable to check the performance

of the specimen at the beginning of the test series.

4.8.2 Subject the anchor to the specified loading sequencewhile monitoring the crack opening width at the surface asrequired in the specific test

4.8.3 Record the applied load, corresponding anchor

displacement, and crack width during the test as required inthe specific test. Use a sampling frequency appropriate forthe load or strain rate employed for the test.

4.9—Changes to products4.9.1 Prior to modifying an anchor adhesive system

previously assessed in accordance with ACI 355.4M, themanufacturer shall report the nature and significance of thechange in the system to the ITEA serving as the primarylaboratory for the original assessment. The ITEA shalldetermine which tests, if any, shall be performed to determinewhether the change in the adhesive anchor system is equivalentto the previously assessed adhesive anchor system.

Table R4.1—Confined and unconfined testing*

Suitability test Test configuration

Reference test for establishing

applied load† Reference test for residual capacity

Sensitivity to crack width cycling Unconfined during crack cyclingand confined for residual capacity

Unconfined Confined

Sensitivity to freezing/thawing conditions Confined unconfined Confined

Sensitivity to sustained load Confined Unconfined Confined

Seismic tension load cycling Unconfined or confined

Unconfined or confined depending on

configuration of test during load cycling NA

Seismic tension residual capacity Unconfined or confined NAUnconfined or confined depending onconfiguration of residual capacity test

*In no case are the results of confined tests compared with the results of unconfined tests.†All reference tests should be configured to result in bond failure.

Fig. 4.4—Example of unconfined tension test setup for

adhesive anchors.

Fig. 4.5—Example of confined tension test setup for adhesiveanchors.




For all changes that might affect the anchor performance,the ITEA shall perform sufficient reference and reliabilitytests to assess the impact of the change. Test results shall beshown statistically equivalent to those of the originally testedproduct. If the results of the reference and reliability testscannot be shown to be statistically equivalent to the resultsof the original testing, retest and evaluate the modifiedadhesive anchor system in accordance with ACI 355.4M.

R4.9.1 Modifications to the adhesive anchor system that

should trigger this provision include significant changes to

the MPII including, but not limited to, changes to scope of

use, hole cleaning methodology, injection technique, and

listed cure times. Other changes include the adhesive

formulation, adhesive confectioning, adhesive mixing and

delivery system, and the supplementary tools and devices

used to clean the drilled hole.

CHAPTER 5—REQUIREMENTS FOR ANCHORIDENTIFICATION

5.1—Basic requirements

R5.1 The description of the adhesive anchor system should be developed by the ITEA based on information provided by

the manufacturer.

5.1.1 Provide the following information in the evaluationreport.

5.1.1.1 Product description, including:

• Generic or trade name.

• Anchor element dimensions; constituent materials; andappropriate physical properties including tensilestrength, hardness, and coatings.

• A description of the adhesive components including theadhesive name, packaging system, mixing ratios, geltime, cure time, storage information, and shelf life.

5.2—Verification R5.2 Additional testing as required to verify the components

of the adhesive anchor system is at the discretion of the ITEA.

5.2.1 The testing and evaluation agency shall verify thecharacteristics reported in accordance with 5.1.1.1 againstthe manufacturer’s product specifications.

5.3—Fingerprinting adhesive materials R5.3 Fingerprinting the adhesive anchoring materials

involves the performance of specific tests to establish a

baseline of the adhesive material for comparing future

batches of product. If the adhesive material is changed by the

manufacturer, that change may or may not significantly

affect the published performance of the anchor system.

Selection of appropriate tests for comparison with future

batches is a critical function. The use of alternate tests to

address other materials is at the discretion of the ITEA. The

fingerprinting tests may or may not be part of the manufac-

turer’s quality control system.

5.3.1 Test the adhesive material components used for thequalification testing to establish a standard fingerprint forcomparison with future production of adhesive material inaccordance with the required quality audits. It shall bepermitted to test the components separately or their mixture,

as appropriate. The manufacturer shall select from the followinglist a minimum of three fingerprint tests for this purpose:• Infrared absorption spectroscopy—ASTM E1252• Bond strength—ASTM C882/C882M or equivalent

method• Specific gravity—ASTM D1875• Gel time—ASTM C881/C881M

• Viscosity—ASTM D2556, ASTM F1080, or equivalentmethod• Other tests that may be appropriate for the specific product

that can be shown to provide positive identification5.3.2 Test methods not described herein shall be proposed to

and accepted by the ITEA prior to commencing tests. Other testmethods shall be permitted if approved by the ITEA.

5.4—Packaging R5.4 The packaging of adhesive components in the adhe-

sive anchor system should contain the information required

in 5.4 in a legible and readily-understandable format.

5.4.1 Packaging of the adhesive materials shall include:

• Manufacturer’s name and address• Lot number• Packing date and shelf life or product expiration date• MPII and application information

CHAPTER 6—REFERENCE TESTS6.1— Purpose

R6.1 Reference tests form the basis for the adhesive

anchor system when subjected to suboptimal conditions. As

such, it is important that the concrete used for these tests is

as closely related as possible to the concrete used for the

suitability tests. Depending on the manner in which the

reference tests are conducted, they may also serve as

service-condition tests for the system (Chapter 8).6.1.1 Reference tests are performed in each batch of concrete

to obtain baseline values for reliability and service-conditiontests where reference values are required to assess the effects of suboptimal hole cleaning, temperature variation, mixing effort,cracking, sustained load, installation direction, spacing, edgedistance, type of loading (shear or tension), environmentalexposure, and member thickness on anchor performance.

6.1.2 Unless otherwise noted, perform reference tests asconfined tension tests (4.7.3).

R6.1.2 The use of confined tests is based on two

considerations:

1. Confined tests measure the bond strength of the

anchorage as opposed to the concrete capacity associated

with concrete failure modes such as concrete cone

breakout. As such, they are suitable to assess the effects

of temperature variation, suboptimal hole cleaning,

mixing effort, sustained load, installation direction,

temperature variations, and environmental exposure

on anchor performance.

2. Confined tests do not generate large spall cones, and as

such serve to reduce the volume of concrete required

for the test program.

6.1.3 Reference tests shall be permitted to be performed asunconfined tension tests only if the service-condition tests




are also performed as unconfined tests. Where unconfinedtension tests are used as reference tests, they shall becompared to unconfined reliability or service-conditiontests. In all cases, bond failure is required (refer to 4.7.3).

6.2—Required tests R6.2 The use of confined tests serves to reduce the volume

of concrete required for the tests, and may also be necessary

to force bond failures for shallower embedments. Note the

use of unconfined tests for reference tests can lead to an

unconservative assessment if the unconfined reference tests

result in concrete cone failures. One example is under-

representing the maximum bond strength of the adhesive

anchor system.

6.2.1 Required reference tests are given in Table 3.1 foranchors to be qualified for use in uncracked concrete onlyand in Table 3.2 or 3.3 for anchors to be qualified for use inboth uncracked and cracked concrete.

6.2.2 Conduct reference tests in the same concrete batchused for the reliability or service-conditions tests to whichthey are compared. Reference tests may be used for comparisonwith more than one series of reliability or service-conditiontests. Refer to Fig. 6.1 for an example test layout.

6.2.3 The anchor diameters for which reference tests arerequired shall correspond to requirements for the reliabilityor service-condition tests for which the reference tests areperformed.

6.2.4 Reference tests for the assessment of tests conductedin uncracked concrete shall be performed in uncrackedconcrete. Reference tests for the assessment of tests conductedin cracked concrete shall be performed in cracked concrete.

6.2.5 It shall be permitted to perform additional referencetests (4.2.4).

6.3—Conduct of tests R6.3 Reference tests should be conducted under ideal

laboratory conditions to avoid under-representing the bond

strength of the adhesive anchor system.

6.3.1 Prepare test members, install anchors, and test inaccordance with Chapter 4.

6.3.2 Perform tests listed in Chapter 3 under ReferenceTests in dry concrete.

6.3.3 Perform tests listed in Chapter 3 under ReferenceTests with air, concrete, and anchor at standard temperature.

CHAPTER 7—RELIABILITY TESTS7.1— Purpose

R7.1 Reliability tests are intended to check the sensitivity of

the adhesive anchor system to foreseeable variations from

optimal installation conditions. They are not pass-fail tests, but

rather provide the necessary input for determining the charac-

teristic maximum bond stress for the adhesive anchor system.

7.1.1. Reliability tests are performed to establish that theanchor is capable of safe, effective behavior under normaland adverse installation conditions.

7.2—Required tests R7.2 Required reliability tests are a function of the options

selected for the assessment, including uncracked or cracked

concrete assessment, admissible exposure conditions, and

required job-site quality control measures.

7.2.1 Required reliability tests are given in Table 3.1 foradhesive anchors to be qualified for use in uncracked

concrete only and in Table 3.2 or 3.3 for adhesive anchors tobe qualified for use in both uncracked and cracked concrete.

7.2.2 Tests for the influence of drill tolerance on anchorbehavior are not required.

7.3—Conduct of tests R7.3 Reliability tests should be conducted under ideal

laboratory conditions to avoid under-representing the bond

strength characteristics of the adhesive anchor system.

7.3.1 Prepare test members, install anchors, and test inaccordance with Chapter 4 unless otherwise noted.

7.3.2 Perform tests in dry concrete except as required byspecific tests.

7.3.3 Perform tests with air, concrete, and anchor at standardtemperature unless otherwise noted.

7.4—Reliability tests R7.4 Reliability tests are not intended to sanction or

otherwise imply acceptance of job-site variations from the

MPII, nor do they ensure proper functioning under all

possible and foreseeable job-site errors. While it is assumed

that the on-site installation personnel will generally conform

to the MPII, the potential for inadvertent deviations from the

MPII, particularly with respect to hole cleaning procedures,

forms the basis for many of the reliability tests.

Fig. 6.1—Example test layout.




Gross installation errors as denoted in this section are not

addressed by this standard and are assumed to be precluded

by attention to worker training and job-site inspection and

quality control practices.

7.4.1 Reliability tests are intended to assess the sensitivityof the tested system to variations in installation and service-condition parameters that are likely experienced in practice.

They are not intended to address gross installation errors.Gross installation errors are characterized by significantdeviations from the MPII or design specifications andinclude, but are not limited to:

• Deviations from the specified embedment depth

• Use of a nominal diameter drill bit other than that specified

• Incorrect assembly or operation of the adhesive mixingand dispensing equipment

• Use of the product in base materials other than structuralconcrete

• Use of the product in concrete exhibiting compressivestrength outside of the specified range

• Use of the product in base materials having a temperatureoutside of the specified range for the product

• Violation of specified gel and cure times

• Violation of storage and shelf life restrictions for theadhesive

7.5— Sensitivity to hole cleaning—dry concreteRefer to Table 3.1, Test 2a; Table 3.2, Test 2a; and Table 3.3,

Test 2a.

R7.5 Hole cleaning procedures can have a significant

influence on bond strength. This reliability test checks for the

sensitivity of anchor bond strength to suboptimal hole

cleaning effort (50 percent) in dry concrete conditions. The

MPII should provide necessary instructions for holecleaning with the required degree of specificity to permit

evaluation of the 50 percent hole cleaning effort. For

example, if the MPII calls for blowing out the hole twice with

compressed air followed by four insertions of a brush and

two additional applications of compressed air, 50 percent

effort would be assessed as one application of compressed

air followed by two insertions of the brush and one application

of compressed air. Where three repeats of a specific operation

are specified, one should be performed; where one is

specified, the cleaning step should be omitted. The type of

brush, such as steel and nylon, and its diameter should be

specified in the MPII together with any other details, such as

air pressure, that might affect the effectiveness of the hole-

cleaning process. If the MPII does not contain sufficient

information to permit the establishment of a cleaning effort

that represents 50 percent of the specified effort, hole

cleaning should be omitted.

An effective upper limit on repetitions of any single hole-

cleaning operation of four is intended to prevent the speci-

fication of excessive hole cleaning effort in the MPII as a

means of satisfying reliability test criteria.

7.5.1 Purpose—These reliability tests are used to assessthe sensitivity of the anchor tension capacity to the degree of hole cleaning employed prior to anchor installation.

7.5.2 General test conditions—Perform confined tensiontests in uncracked concrete.

7.5.3 The test description provided herein presumes amethod of hole cleaning that includes cleaning the hole wallwith a brush and blowing out the hole with air. Othercleaning methods are permitted; however, the MPII for theproduct shall contain sufficient specificity to permit the

determination of a numeric (50 percent) reduction of holecleaning effort. For hole cleaning methods involvingbrushing and blowing operations, such specificity shallinclude as a minimum:

1. Requirements for all equipment to be used in the holecleaning process, including air/vacuum pressure,nozzle construction, and brush dimension and materialsas applicable

2. Acceptable methods and minimum number and durationof operations required for removal of drilling debrisfrom hole

3. Acceptable methods and minimum number and durationof operations required for removal of dust or drilling

flour from the hole wall4. The required sequence of operationsAn exception to determine the reduced hole cleaning

effort, regardless of the number of hole cleaning operationsspecified in the MPII, the number of times the operation stepis repeated in tests for reduced cleaning effort shall notexceed two. For the purposes of this section, an operationshall be considered to be an action that is repeated not morethan three times in succession.

7.5.4 Drill the hole downward to the depth defined by themanufacturer. Clean the hole with 50 percent of the specifiedminimum number of operations in the specified sequence,rounding down to the next whole number of operations. Soif a total of four brushing and four blowing operations arespecified, install the anchor with only two brushing and twoblowing operations.

7.5.4.1 If the MPII does not contain sufficient specificitywith respect to hole cleaning as defined in 7.5.3, to permitthe determination of a numeric reduction of hole cleaningeffort per this section, or if the required equipment is notspecified as defined in 7.5.3, conduct the tests without holecleaning. Load the anchor to failure with continuousmeasurement of load and displacement.

7.6— Sensitivity to hole cleaning—saturated

concreteRefer to Table 3.1, Test 2b; Table 3.2, Test 2b; and Table 3.3,Test 2b.

R7.6 Hole cleaning procedures appropriate for dry

concrete may be inappropriate for a hole drilled into saturated

concrete due to the presence of wet drilling mud. It is antic-

ipated that the MPII will contain specific procedures, such

as flushing the hole with water, for cleaning holes drilled

into saturated concrete or where the drilled hole has been

subjected to water prior to the anchor installation (for

example, from rain). Due to the likelihood that products will

be installed in concrete exposed to water (such as concrete

exposed to weather), these tests are mandatory.




7.6.1 Purpose—These reliability tests are used to assessthe sensitivity of the adhesive material to hole cleaning forapplications in water-saturated concrete.


7.6.3 Qualification for use with carbide drill bits—Drill apilot hole downward to the specified hole depth with a bit

approximately half the diameter of the specified hole diam-eter. Fill the pilot hole with potable water and ensure that thehole remains flooded for a minimum of 8 days or 192 hours.Immediately prior to installing the anchor, remove all free-standing water with a vacuum and redrill the existing holewith the specified drill bit diameter. Clean the hole in accor-dance with the reduced cleaning effort specified in 7.5.3 and7.5.4. Install the anchor in accordance with the MPII. Load theanchor to failure with continuous measurement of load anddisplacement. Other methods of achieving saturation of theconcrete, such as immersing the test member, shall bepermitted. If methods other than those described previouslyare used, it shall be shown by appropriate methods that the

concrete in the area of the anchorage is water saturated.7.6.4 Qualification for water-flushed holes— Redrill the

pilot hole with the specified drill bit. If the MPII specifiesflushing of the hole with water prior to anchor installation, itshall be permitted to flush the hole with potable water priorto installing the anchors. Prepare the hole with reducedcleaning effort in accordance with 7.6.3. Immediately priorto installing the anchors, remove freestanding water from thehole with a vacuum. Install the anchor in accordance with theMPII. Load the anchor to failure with continuous measurementof load and displacement.

7.7— Sensitivity to hole cleaning—water-filled hole

Refer to Table 3.1, Test 2c; Table 3.2, Test 2c; and Table 3.3,Test 2c.

R7.7 For installation of adhesive anchors in water-filled

holes, specific instructions should be provided in the MPII.

These tests are optional; however, failure to assess this

condition will result in restrictions on the use of the adhesive

anchor system.

7.7.1 Purpose— These optional reliability tests are used toassess the sensitivity of the adhesive material to hole cleaningfor applications in water-saturated concrete where the drilledholes contain standing water at the time of anchor installation.


7.7.3 Qualification for use with carbide drill bits—Prepare and clean the hole in accordance with 7.6.3;however, refill the hole with potable water immediately priorto installing the anchor and install the anchor in the water-filled hole. Load the anchor to failure with continuousmeasurement of load and displacement.

7.7.4 Qualification for water-flushed holes— Prepare andclean the hole in accordance with 7.6.4; however, refill thehole with potable water immediately prior to installing theanchor. Install the anchor in accordance with the MPII. Loadthe anchor to failure with continuous measurement of loadand displacement.

7.8—Sensitivity to hole cleaning—submergedconcrete

Refer to Table 3.1, Test 2d; Table 3.2, Test 2d; and Table 3.3,Test 2d.

R7.8 For installation of adhesive anchors in submerged

concrete, specific instructions should be provided in the

MPII. These tests are optional; however, failure to assess

this condition will result in restrictions on the use of the

adhesive anchor system.

7.8.1 Purpose—These optional reliability tests are used toassess the sensitivity of the adhesive material to holecleaning for applications in submerged concrete.


7.8.3 Cover the surface of the water-saturated concrete testmember with potable water to a minimum depth of 13 mmfor the duration of the test, including anchor installation andtension testing. Drill the hole downward in the submergedconcrete, clean the hole in accordance with the reducedcleaning effort specified in 7.5.3 at 50 percent of the cleaning

efforts given in the MPII for this application, and install theanchor in accordance with the MPII. Load the anchor to failurewith continuous measurement of load and displacement.

7.9— Sensitivity to mixing effortRefer to Table 3.1, Test 2e; Table 3.2, Test 2e; and Table 3.3,

Test 2e.

R7.9 For adhesive anchor systems that do not use automatic

metering and mixing systems, it is necessary to check the

sensitivity of the system to suboptimal mixing of the adhesive

components.

7.9.1 Purpose— These reliability tests are used to assessthe sensitivity of the adhesive material to mixing effort.

These tests are required only for those anchor systems wherethe mixing of the adhesive material is substantiallycontrolled by the installer. Such cases include systems thatrequire components to be mixed until a color change iseffected throughout the adhesive material, the adhesivematerials to be mixed with recommended equipment for aspecific duration, and the adhesive materials be mixed witha repetitive mixing operation a specific number of times.

7.9.1.1 These tests are not required for capsule anchorsystems or cartridge or bulk systems that employ automaticmetering and mixing through a manifold and disposablemixing nozzle.


7.9.3 Conduct tests as required to establish the requiredtime for full mixing using standard mixing equipment.Reduced mixing effort shall be achieved by decreasing themixing time required for full mixing by 25 percent. Load theanchor to failure with continuous measurement of load anddisplacement.

7.10—Sensitivity to installation in water-saturatedconcrete

Refer to Table 3.1, Test 2f; Table 3.2, Test 2f; and Table 3.3,Test 2f.




R7.10 For systems used only in conjunction with

increased levels of job-site quality control (for example,

continuous inspection and proof loading), lower thresholds

are established for the reliability tests. It is therefore necessary

to perform supplemental checks for the sensitivity of the

adhesive anchor system to installation in water-saturated

concrete where the full cleaning effort in accordance with

the MPII is used.

7.10.1 Purpose—These reliability tests are used toindependently assess the sensitivity of the adhesive materialto applications in water-saturated concrete where the anchorcategory shall be determined in accordance with Table 10.6.

7.10.2 General test conditions—Perform tests in accordancewith 7.6; however, hole cleaning shall be conducted inaccordance with the MPII.

7.11— Sensitivity to installation in water-filledhole—saturated concrete

Refer to Table 3.1, Test 2g; Table 3.2, Test 2g; and Table 3.3,Test 2g.

R7.11 For systems used only in conjunction with increased

levels of job-site quality control (for example, continuous

inspection and proof loading), lower thresholds are established

for the reliability tests. It is therefore necessary to perform

supplemental checks for the sensitivity of the adhesive anchor

system to installation in water-filled holes where the full

cleaning effort in accordance with the MPII is used.

7.11.1 Purpose—These optional reliability tests are usedto independently assess the sensitivity of the adhesive materialto applications in water-filled hole in saturated concrete forcases where the anchor category shall be determined inaccordance with Table 10.6.

7.11.2 General test conditions—Perform tests in accordance

with 7.7; however, hole cleaning shall be conducted inaccordance with the MPII.

7.12—Sensitivity to installation in submergedconcrete

Refer to Table 3.1, Test 2h; Table 3.2, Test 2h; and Table 3.3,Test 2h.

R7.12 For systems used only in conjunction with

increased levels of job-site quality control (for example,

continuous inspection and proof loading), lower thresholds

are established for the reliability tests. It is therefore necessary

to perform supplemental checks for the sensitivity of the

adhesive anchor system to installation in submerged

concrete where the full cleaning effort in accordance withthe MPII is used.

7.12.1 Purpose—These optional reliability tests are usedto assess the sensitivity of the adhesive material to applicationsin submerged concrete where the anchor category shall bedetermined in accordance with Table 10.6.

7.12.2 General test conditions—Perform tests in accordancewith 7.8; however, hole cleaning shall be conducted inaccordance with the MPII.

7.13— Sensitivity to crack width—low-strengthconcrete

Refer to Table 3.2, Test 3.

R7.13 The effect of upper-bound service-condition

cracking on the tension resistance of adhesive anchors in

low-strength concrete is assessed with a crack width of 0.5 mm.

7.13.1 Purpose— These reliability tests are used to assessthe sensitivity of the anchor system installed in low-strengthconcrete to a wide crack in the concrete passing through theanchor location.

7.13.2 General test conditions—Perform tension tests incracked concrete. Tests on adhesive anchors shall beconfined tension tests.

7.13.3 Initiate the crack in the test member and install theanchor at the crack location so that the axis of the anchor liesapproximately in the plane of the crack. Visually confirm thecorrect location of the crack in the drilled hole prior toinstalling the anchor in accordance with 4.5.2. Open thecrack by the specified value ∆w. Perform a confined tensiontest to failure with continuous measurement of load,displacement, and crack width.

7.14—Sensitivity to crack width—high-strengthconcrete

Refer to Table 3.2, Test 4.

R7.14 The effect of upper-bound service-condition

cracking on the tension resistance of adhesive anchors in

high-strength concrete is assessed with a crack width of

0.5 mm. This corresponds to a tolerable crack width for inte-

rior exposures.

7.14.1 Purpose—These reliability tests are used to assessthe sensitivity of the anchor system installed in high-strengthconcrete to a wide crack in the concrete passing through theanchor location.

7.14.2 General test conditions—Perform tension tests in

cracked concrete. Tests on adhesive anchors shall beconfined tension tests.

7.14.3 Initiate the crack in the test member and install theanchor at the crack location so that the axis of the anchor liesapproximately in the plane of the crack. Visually confirm thecorrect location of the crack in the drilled hole prior toinstalling the anchor in accordance with 4.5.2. Open thecrack to the specified value ∆w. Perform a confined tensiontest to failure with continuous measurement of load,displacement, and crack width.

7.15— Sensitivity to crack width cycling

Refer to Table 3.2, Test 5, and Table 3.3, Test 3. R7.15 The crack-width cycling test simulates the effect of

crack opening and closing as it might occur over the anchor

service life due to diurnal temperature changes, settlement,

or restraint of shrinkage and creep on the anchor tension

resistance. The test consists of three parts:

1. Installation of the anchor in the crack and application

of the static sustained load to the anchor.

2. Cycling of the crack width and monitoring of the

anchor displacement.

3. Performance of a tension test to failure to measure the

residual tension resistance of the tested anchor.




7.15.1 Purpose— These reliability tests are performed toevaluate the performance of anchors located in cracks whosewidth is cycled.

7.15.2 General test conditions— Perform crack cyclingtests as unconfined tension tests in cracked concrete. Testsfor residual capacity following crack cycling are confinedtension tests performed in cracked concrete.

7.15.3 Prior to installing anchors in the test member, itshall be permitted to run opening and closing cycles asrequired to stabilize the relationship between crack widthand applied load. Loading shall not exceed the elastic limitof the test member reinforcement. With the test memberunloaded, install the anchor in a closed (hairline) crack thatis sufficiently planar to ensure that the crack will approximatelybisect the anchor location over the extent of the anchor load-transfer zone. Visually verify the positioning of the anchor inthe crack in accordance with 4.5.2.2. Measure the crack width in accordance with 4.8. After installation of the anchorbut before the anchor is loaded, subject the test member toloading as required to open the crack width by ∆w1 = 0.3 mm,

where ∆w1 is additive to the initial width of the crack afterinstallation of the anchor but before loading of the anchor.Following application of load to the anchor sufficient toremove any slack in the loading mechanism, begin recordingthe anchor displacement, and increase the tension load on theanchor to N w as given by Eq. (7-1). Apply the load inaccordance with 4.7.2.2, unconfined.

N (7-1)

where

N k,i = an anchor assessed in accordance with Table 3.2—characteristic resistance as determined fromreference service-condition tests in low-strengthcracked concrete per Table 3.2, Test 11c, N;

= an anchor assessed in accordance with Table 3.3—25 percent of the characteristic resistance fromreference service-condition tests in low-strengthuncracked concrete per Table 3.3, Test 8a, N;

f c,test = concrete compressive strength as measured at thetime of testing, MPa;

f c,test ,2 = concrete compressive strength corresponding tothe tests used to establish N k,i, MPa; and

n = normalization exponent determined in accordancewith 10.2.

While maintaining the static load on the anchor within5 percent of N w, cyclically load the test member as requiredto cause the crack width to alternate continuously between∆w1 (0.3 mm) and the lower crack width limit ∆w2 (0.1 mm),where ∆w2 is additive to the initial width of the crack asmeasured after installation of the anchor but prior to loadingof the anchor. Open and close the crack 1000 times at amaximum frequency of approximately 0.2 Hz. During crack cycling, adjustment of the force required to maintain thecrack opening width ∆w1 constant shall be permitted. Holdthe minimum load applied to the test member constant

N w 0.3 N k i,

f c test ,

f c t es t 2,,

----------------

n

=

during the crack cycling portion of the test. The crack opening width ∆w2 shall be permitted to increase (Fig. 7.1);however, the difference ∆w1 – ∆w2 shall be not less than0.1 mm for the duration of the crack cycling portion of thetest. During the test, adjust the amplitude of the load appliedto the test member as required to maintain a minimumdifferential ∆w1 – ∆w2 of 0.1 mm. This may result in an

increase in the crack width ∆w1 beyond 0.3 mm for part of the crack cycling portion of the test.

R7.15.3 The crack width is dependent, in part, on the bond

stress developed by the embedded reinforcement on each

side of the crack. Running opening and closing cycles serves

to stabilize the bond stresses at a constant level and permits

control of the crack width via application of a defined external

load. Equation (7-1) provides a load level Nw on the anchor

that is consistent with the load on headed anchors corre-

sponding to the threshold displacements established for this

test. Where these threshold displacements are exceeded in the

test, the load Nw is reduced to a level that does not generate

displacements in excess of the threshold values. Crack closing

is accomplished with the embedded reinforcement and may be

influenced by slippage of the anchor in the crack. It is not

intended that crack closure should be controlled externally, for

example, with a hydraulic cylinder.

7.15.3.1 Measure the load-displacement relationship upto load N w. At load N w, measure the displacements of theanchor and the crack-opening widths ∆w1 and ∆w2, eithercontinuously or at least after 1, 2, 5, 10, 20, 50, 100, 200,500, and 1000 cycles of crack opening and closing.

7.15.4 Following completion of the crack cycling portionof the test, unload the anchor, record the anchor displacement,open the crack width to ∆w = 0.3 mm and perform a tension

test of the anchor to failure with continuous measurement of load and displacement.

7.16— Sensitivity to freezing and thawingRefer to Table 3.1, Test 3; Table 3.2, Test 6; and Table 3.3,

Test 4.

R7.16 The test for sensitivity to freezing and thawing is

intended to simulate in-service temperature fluctuations that

the anchor might be subjected to during its service life.

7.16.1 Purpose—These reliability tests are performed toevaluate the performance of anchors under freezing-and-thawing conditions.

Fig. 7.1—Crack-width requirements for crack cycling.




7.16.2 General test conditions—Perform sustainedtension tests in uncracked concrete followed by confinedtension tests to failure.

7.16.3 The test member shall consist of a cube or cylinderwith side length (or diameter) of 200 mm ≤ l side ≤ 300 mmfor anchor diameters M12 to M16. For anchor diameters greaterthan 16 mm, the test member shall have a side length 15d ≤ l side

≤ 25d . Dimensions of the test member shall be chosen toavoid splitting the test member during the test conduct.Freezing-and-thawing-resistant concrete shall be permitted.Restraint of the test member as required to prevent splittingshall be permitted. Where such restraint is used (for example,steel cylinder), dimensions of the specimen may be reduced.

7.16.3.1 Install and cure anchors at standard temperature.7.16.3.2 Cover the top surface of the test member within

a minimum 75 mm radius from the center of the test anchor,with potable water maintaining a minimum of 13 mm depththroughout the test. Seal all other exposed surfaces toprevent evaporation of water. Load the anchor with aconstant tension load N sust,ft given by Eq. (7-2), to be

maintained throughout the test.

N (7-2)

where N o,i = mean tension capacity as determined from reference

service-condition tests in high-strength concrete asfollows: Table 3.1, Test 7b; Table 3.2, Test 11b; orTable 3.3, Test 8b whereby results that are less than85 percent of the mean value shall be excludedfrom the determination of the mean (for example,

the mean shall be recalculated with the remainingresults, N) (refer also to 4.7.2.2);

f c,test = concrete compressive strength as measured at thetime of testing, MPa;

f c,test,i = concrete compressive strength corresponding tothe tests used to establish N o,i, MPa; and


7.16.3.3 Carry out 50 freezing-and-thawing cycles.1. Maintain load at N sust,ft throughout the freezing-and-

thawing test.2. Raise the temperature of the chamber within 1 hour to

20°C ± 2°C.

3. Maintain the chamber temperature at 20°C ± 2°C for anadditional 7 hours.

4. Lower the temperature of the chamber to –20°C ± 2°Cwithin 2 hours.

5. Maintain the chamber temperature at –20°C ± 2°C foran additional 14 hours.

7.16.3.4 Measure the displacements during the temperaturecycles.

7.16.3.5 If the test is interrupted, the samples shall alwaysbe stored at a temperature of –20°C ± 2°C between cycles.

7.16.3.6 After the completion of 50 cycles, conduct aconfined tension test to failure at standard temperature.

N s us t f t , 0.55 N o i, f c test ,

f c test i,,

---------------

n

=

7.17—Sensitivity to sustained loading at standardand maximum long-term temperature

Refer to Table 3.1, Test 4; Table 3.2, Test 7; and Table 3.3,Test 5.

R7.17 The sustained load, or creep test, is conducted to

establish the creep behavior of the adhesive anchor system

over its service life. Tests are performed at standard tempera-

ture of 23°C ± 4°C, and at long-term elevated temperature.

The long-term elevated temperature corresponds to the

temperature category as per Table 8.1.

7.17.1 Purpose— These reliability tests are performed toevaluate the performance of anchors under sustained loads atstandard temperature and maximum long-term temperature.

7.17.2 General test conditions

7.17.2.1 Perform sustained tension tests in uncrackedconcrete, followed by confined tension tests to failure.

7.17.2.2 Install and cure anchors at standard temperature.

7.17.2.3 Conduct tests at standard and long-term testtemperatures corresponding to the desired temperature categoriesin accordance with Table 8.1. If tests at the long-term test

temperature are performed with N sust in accordance withEq. (7-3), unreduced by the factor αlt and extrapolated to50 years, and compared to the limiting displacement at loss of adhesion derived from tests at standard temperature, the tests atstandard temperature are permitted to be omitted (10.11.3).

7.17.2.4 Temperature control shall be maintained via ther-mocouples in the concrete test member. Embed thermocouplesa maximum of 115 mm from the surface of the concrete intowhich the anchors are to be installed. Distance from the outerperimeter of the installed anchor and thermocouple shall notexceed 10 mm. The thermocouples shall be either cast in theconcrete or positioned in holes drilled in the cured test member.Drilled holes for thermocouples shall have a maximum nominal

diameter of 13 mm and shall be sealed in such a manner that thetemperature readings reflect the concrete temperature.

The exception to this is that thermocouples are notrequired if it can be experimentally demonstrated that thetest procedure will consistently produce test membertemperatures in accordance with the target temperatures. Thetest procedure will include monitoring of test chambertemperature at maximum 1-hour intervals.

7.17.2.5 Each test shall have a minimum duration of 42 days.

7.17.3 Tests at standard temperature

7.17.3.1 After the curing period has elapsed, apply a

tension preload to the anchor prior to zeroing displacementreadings not to exceed 5 percent of N sust,lt or 1300 N, thenincrease the load on the anchor to a constant tension load N sust,lt as given by Eq. (7-3). The load shall be applied usingan unconfined test setup as shown in 4.4 or a confined testsetup as shown in Fig. 4.5. After the load has been applied,adjust the temperature of the test member until the temperature,as recorded by the embedded thermocouples, is stabilized atthe target temperature.

N (7-3) N s us t l t , 0.55 N o i, f c t est ,

f c test i,,

---------------

n

=




where N o,i = mean tension capacity as determined from refer-

ence service-condition tests in low-strengthconcrete as follows: Table 3.1, Test 7a; Table 3.2,Test 11a; or Table 3.3, Test 8a whereby resultsthat are less than 85 percent of the mean valueshall be excluded from the determination of the

mean, that is, the mean shall be recalculated withthe remaining results, N (refer also to 4.7.2.2); f c,test = concrete compressive strength as measured at the

time of testing, MPa; f c,test ,i = concrete compressive strength corresponding to the

tests used to establish N o,i, MPa; andn = normalization exponent determined in accordance

with 10.2.7.17.3.2 Maintain the load at N sust,lt and maintain the

temperature at the target temperature.7.17.3.3 Record anchor displacement for the test duration.

The frequency of monitoring displacements shall be chosento demonstrate the anchor characteristics. As displacements

are greatest in the early stages, monitoring frequency shouldbe high initially, but reduced over time. As an example, thefollowing monitoring schedule would be acceptable:

a) During the first hour—every 10 minutesb) During the next 6 hours—every hourc) During the next 10 days—every dayd) Thereafter—every 5 to 10 days

7.17.3.4 Temperatures in the test chamber may vary by±6°C due to day/night and seasonal effects, but the requiredtest chamber temperature shall be achieved as an averageover the test period. Record the concrete test membertemperature at maximum 1-hour intervals. If thermocouplesare not used in accordance with 7.17.2.4, record the tempera-

ture in the test chamber at maximum 1-hour intervals.7.17.3.5 Alternatively, the concrete test member

temperature shall be recorded at maximum 24-hour intervalsprovided the temperature of the conditioning chambernecessary to maintain the target test member temperature isrecorded at maximum 1-hour intervals.

7.17.3.6 If the concrete test member temperature fallsbelow the minimum target temperature, including tolerances,for more than 24 hours, extend the test duration by the lengthof time the temperature was below the target minimum.

7.17.3.7 At the conclusion of the sustained loadingportion of the test, conduct a confined tension test to failureat standard temperature with continuous measurement of load and displacement.

7.17.4 Tests at long-term elevated temperature

7.17.4.1 It is required to perform the tests in a concrete testmember made from the same concrete batch as the test memberused for the tests at elevated short-term temperature.

7.17.4.2 After the curing period has elapsed, increase thetemperature of the test member until the temperature, asrecorded by the embedded thermocouples, is stabilized at thetarget temperature. Raise the temperature of the test chamberto the maximum long-term test temperature (either Category Aor B according to Table 8.1) at a rate of approximately 20°Cper hour. Apply a tension preload not exceeding 5 percent of

N sust,lt or 1300 N to the anchor prior to zeroing displacementreadings. Then increase the load on the anchor to a constanttension load N sust,lt as given by Eq. (7-3) multiplied by αlt asdetermined in accordance with Eq. (10-26).

7.17.4.3 Maintain load N sust,lt and maintain temperatureat the maximum long-term test temperature. For thefrequency of displacement monitoring, refer to 7.17.3. At the

long-term test temperature, the temperature in the testchamber may vary by ±3°C due to day/night and seasonaleffects, but the required test chamber temperature shall beachieved as an average over the test period.

7.17.4.4 To check the remaining load capacity after thesustained load test, unload the anchor and carry out a confinedtension test at the maximum long-term test temperature.

7.18— Sensitivity to installation directionRefer to Table 3.1, Test 5; Table 3.2, Test 8; and Table 3.3,

Test 6. R7.18 The majority of ACI 355.4M tests are performed on

anchors installed in the downward position. Where anchors

are to be installed in other orientations, such as horizontal and overhead, tests are required to validate the performance of the

adhesive anchor system for these orientations. These tests are

intended to ensure the MPII is adequate to describe the neces-

sary installation steps, the adhesive anchor system is appro-

priate for installation in the tested orientation, and the bond

strength has been correctly assessed for anchors installed in

the tested orientation. Factors of particular importance in the

assessment include completely filling the hole with adhesive,

avoiding excessive adhesive run-out during the installation

process, and preventing anchor element sag during adhesive

cure. Because of the possibility for run-out of adhesive during

overhead installations, particular care should be exercised to

prevent skin or eye exposure, and all precautions indicated bythe MSDS for the product should be exercised.

For adhesive anchor systems not designed for other than

down-hole installation, these tests may be omitted. To avoid

accidental misuse of such products, however, it is necessary

to provide a standardized warning label on the product (for

example, cartridge and foil pack) and on the packaging

indicating restrictions on use (Fig. 7.2).

7.18.1 Purpose—These optional reliability tests areperformed to evaluate the performance of adhesive anchorsinstalled horizontally and overhead, that is, vertically up.

7.18.2 General test conditions—Perform confined tensiontests in uncracked concrete. Conduct tests on all-threadanchors that have been installed in accordance with the MPII.

7.18.3 Perform separate test series with anchors installedhorizontally and overhead. Perform tension tests to failurewith continuous measurement of load and displacement.Install and cure anchors at the minimum and maximuminstallation temperatures for concrete and adhesive includedin the MPII for downhole installation. Perform tension testsat standard temperature.

7.18.3.1 Anchor installation used for testing shall bereviewed for effectiveness. A procedure for verifying theeffectiveness of overhead installation procedures using blindinjection into a clear tube of equivalent diameter and length is




shown in Fig. 7.3. The procedure used shall enable theevaluation of the installation procedure as described in 10.12.

7.19— Torque testRefer to Table 3.1, Test 6; Table 3.2, Test 9; and Table 3.3,

Test 7. R7.19 Torque tests establish a tightening torque that

produces a clamping force to be applied to the connection

through the adhesive anchor, but not too high of a clamping

force so that the bond between the adhesive and concrete or

between the anchor rod and the adhesive is broken. For

anchor elements that do not require the application of

torque, such as deformed reinforcing bar dowels, these tests

may be omitted.

7.19.1 Purpose—These reliability tests are used to establishthe maximum level of torque that can be applied to theinstalled anchor without inducing tension yield of the anchorelement or damaging the adhesive bond.

7.19.2 General test conditions—Figure 7.4 shows the testsetup. The fixture shall contain all elements shown. Thedouble-sided abrasive paper shall have sufficient roughnessto prevent rotation of the washer relative to the test fixtureduring the application of torque. Other methods of preventingrotation of the washer shall be permitted, provided it can beshown they do not affect the anchor performance.

7.19.3 Apply increasing torque and record the torque andcorresponding induced tension in the anchor bolt. Thewasher shall not turn during the application of torque.

CHAPTER 8—SERVICE-CONDITION TESTS8.1— Purpose

The purpose of the service-condition tests is to determinethe basic data required to predict the performance of theanchor under service conditions.

R8.1 Service-condition tests establish the general strength

data for the anchor system in uncracked and cracked concrete

and under various temperature and environmental exposure

conditions, as well as in conjunction with seismic loading.

8.2— Required testsRequired service-condition tests are given in Table 3.1 for

adhesive anchors qualified for use in uncracked concreteonly and in Table 3.2 or 3.3 for adhesive anchors qualifiedfor use in both uncracked and cracked concrete. Test require-ments for adhesive anchors assessed to resist seismic loadsare defined in Table 3.2.

R8.2 Anchors to be qualified for use in cracked concrete

are installed in hairline cracks, which are then opened to a

crack width w of 0.3 mm before anchor loading. This crack

width is consistent with the expected response of rein-

forced concrete structures under sustained load.

8.3—Conduct of tests R8.3 Service-condition tests are to be performed on

anchors installed in accordance with the MPII.8.3.1 Prepare test members, install anchors, and test in

accordance with Chapter 4 unless otherwise noted.8.3.2 Perform tests in dry concrete.8.3.3 Perform tests with air, concrete, and anchor at

standard temperature unless otherwise noted.

8.4— Tension tests in uncracked and crackedconcrete

Refer to Table 3.1, Tests 7a and 7b; Table 3.2, Tests 11a,11b, 11c, and 11d; and Table 3.3, Tests 8a and 8b.

R8.4 Tests are conducted in low- and high-strength

concrete to establish the characteristic limiting bond stress.

Fig. 7.3—Procedure to verify effectiveness of adhesiveinjection method.

Fig. 7.4—Torque test setup.

Fig. 7.2—Required labeling for products not tested for sensitivity to installation orientation.




Depending on the characteristics of the adhesive and the

embedment depths for which the system is to be assessed, it

may be necessary to take special measures to achieve bond

failures in these tests (refer to 4.7). The use of confined tests

is permitted under certain conditions and can enable the use

of reference tests for establishing characteristic limiting

bond stress values.

8.4.1 Purpose—These tests are used to establish the bondresistance of the anchor system.

8.4.2 Conduct of tests—Perform unconfined service-condition tension tests in accordance with Section 4.7 in bothlow- and high-strength concrete.

8.4.2.1 It shall be permitted to perform the service-condition tension tests described in Table 3.1, Tests 7a and7b; Table 3.2, Tests 11a through 11d; and Table 3.3, Tests 8aand 8b as confined tests if the evaluation for τk,cr isperformed in accordance with 10.4.5.3.3.

8.5—Tension tests at elevated temperatureRefer to Table 3.1, Test 8a; Table 3.2, Test 12a; and

Table 3.3, Test 9a.

R8.5 Tension tests establish the anchor performance at

concrete temperatures elevated above standard temperature

for long and short durat ions (2.2—elevated concrete

temperature). Temperature Category A provides a standard

approach that assumes a potential long-term elevated

temperature consistent with hot climate exposures and a

short-term temperature reflective of diurnal cycling in such

climates for a given sun exposure duration and concrete

mass. Typical sources of elevated concrete temperature are

anticipated, with the exception of heat of hydration in early-

age concrete, extreme elevated temperature (for example,

boiler rooms), and exposure to nuclear radiation in contain-ment structure. Temperature Category B establishes the

same long-term temperature as temperature Category A.

This temperature is relevant for testing to establish response

to sustained load. The short-term temperature remains open-

ended, however, and the response of the adhesive anchor to

intermediate levels of elevated concrete temperature is

established. Products may be tested and assessed for either

or both categories under this standard.

8.5.1 Purpose—These service-condition tests are used toassess the sensitivity of the adhesive material to applicationsin concrete with elevated temperatures that can occur overshort periods of time, that is, short-term test temperatures, as

well as elevated temperatures that may occur over moreextended periods, that is, long-term test temperatures.

8.5.2 General test conditions—Conduct static tensiontests at long-term and short-term concrete temperaturescorresponding to the desired temperature category (Table 8.1).It shall be permitted to obtain qualification at multipletemperature categories.

8.5.2.1 Conduct confined tension tests in uncrackedconcrete.

8.5.2.2 Maintain temperature control with thermocouplesin accordance with 7.17.2.4. Alternatively, it shall be permittedto correlate the chamber temperature with the test member

internal temperature by separate investigations and controlthe chamber temperature for the elevated temperature tests.

8.5.2.3 Qualify anchors for one or both of the temperaturecategories given in Table 8.1. Install and test a minimum of five anchors at each temperature data point. For TemperatureCategory A, perform tests at the short- and long-term testtemperatures. For Temperature Category B, perform tests onanchors—at standard temperature, at the long-term andshort-term test temperatures, and at a minimum of twointermediate temperatures between the long-term and short-term temperatures with a maximum increment of 20°C. If the

difference between the standard temperature and the selectedshort-term test temperature is less than 20°C, then testing atintermediate temperatures is not required.

8.5.2.4 Install and cure all anchors at standard temperature.Following the recommended cure period, heat and maintainthe test members at the desired temperature for a minimumof 24 hours. Remove each test member from the heatingchamber and conduct a confined tension test to failure withcontinuous measurement of load and displacement beforethe temperature of the test member falls below the temperaturelisted in Table 8.1.

8.6—Tension tests with decreased installationtemperatureRefer to Table 3.1, Test 8b; Table 3.2, Test 12b; and

Table 3.3, Test 9b. R8.6 These tests establish the suitability of the adhesive

anchor system for installation in concrete at lower-than-

standard temperatures. All adhesive anchor systems qualified

for installation in concrete temperatures below 10°C are

required to be installed and tested at the target concrete

temperature. When the target temperature for the system to

be qualified falls below 5°C, additional tests are required to

assess the effect of rising concrete temperatures on the

anchor response. The rate of temperature rise is intended to

be consistent with sun exposure.

Follow special procedures where the MPII includes them

for low-temperature installation conditions. Where preheating

of adhesive cartridges to reduce viscosity and facilitate

adhesive flow is specified in the MPII, observations should

be made to determine whether this results in retarded cure,

lowering of the glass-transition temperature, and impaired

resistance to creep.

8.6.1 Purpose—These service-condition tests are used toassess the sensitivity of adhesive material to installation inconcrete below the standard temperature.

8.6.2 General test conditions—Perform confined tensiontests in uncracked concrete for anchors to be installed in

Table 8.1—Required temperatures fortesting at long- and short-term elevatedconcrete temperatures*

Temperaturecategory

Long-term temperature,T lt , °C

Short-term temperature,T st , °C

A 43 80

B ≥ 43 ≥ T lt + 11

*All test temperatures have a minus tolerance of 0 degrees.




concrete having a temperature less than 10°C. Prior toinstallation, condition the anchor rod and test member tothe lowest installation temperature and maintain it for aminimum of 24 hours. Install anchors in concrete testmembers and allow them to cure at the stabilized tempera-ture according to the MPII. Remove the test member fromthe cooling chamber and tension test the anchors immedi-ately to assure the test members reasonably remains at theconditioned temperature. A thermocouple inserted into thetest member may be used to confirm the temperature at thetime of testing.

8.6.2.1 When the adhesives are recommended forinstallation in concrete temperatures below 5°C in addition tothe tests described in 8.6.2, perform the following test:

a) Install and test a minimum of five anchors per the MPII.Prior to installation, condition the anchor rod and testmember to the target temperature and maintain thattemperature for a minimum of 24 hours.

b) Install the anchors in accordance with the MPII andallow them to cure at the stabilized target temperature

recommended by the MPII.c) Apply a constant tension load N sust,ft as given by Eq. (7-2).

Raise the temperature of the test chamber at a constant rateto standard temperature for 72 to 96 hours while monitoringthe displacement response for each anchor. A thermocoupleinserted into the test member may be used to confirm testmember temperatures during the test.

Once the test member attains standard temperature,conduct a confined tension test to failure with continuousmeasurement of load and displacement.

8.7—Establishment of cure time at standardtemperature

Refer to Table 3.1, Test 8c; Table 3.2, Test 12c; andTable 3.3, Test 9c.

R8.7 Cure time of most adhesive compounds is inversely

proportional to temperature. Where cure times are provided

for temperature ranges that overlap the standard temperature

range, a temperature should be selected that corresponds to

the lower end of the range.

8.7.1 Purpose—These service-condition tests are used toestablish the minimum curing time of the adhesive materialfor the anchor to achieve full tension capacity.

8.7.2 General test conditions—Perform confined tensiontests in uncracked concrete. Tests are conducted on anchorsinstalled in accordance with the MPII at standard temperature.The anchors are allowed to cure for the minimum curingtime. Tests are also conducted on anchors installed in thesame way and allowed to cure for the time specified in theMPII plus an additional 24 hours.

8.8—Durability assessmentRefer to Table 3.1, Tests 9a and 9b; Table 3.2, Tests 13a

and 13b; and Table 3.3, Tests 10a and 10b. R8.8 Durability tests are intended to assess the response

of the adhesive to aggressive exposure conditions. The slice

test, where a thin slice of the installed anchor is exposed to

a specific environmental condition and then tested for

residual bond strength in the punch test apparatus, provides

for a relatively uniform and conservative assessment of the

exposure condition by assuring the entire bond layer is

subjected to the aggressive compound. Care must be taken in

preparation of the slices and punch testing to ensure reliable

results. An austenitic stainless steel anchor element of

suff icient resistance should be used in the sulfur dioxide tests

to avoid steel failure. It does not capture all possible environ-mental exposures deleterious to anchor performance. The

two exposure conditions—alkalinity and sulfur—are

considered two of the most common and aggressive and,

therefore, used as the baseline classification of anchor use.

8.8.1 Purpose—These service-condition tests are used toassess the response of the adhesive material to attack byenvironmental aggressors. Verify the durability of the adhe-sive material with slice tests. With slice tests, the sensitivityof installed anchors to different environmental exposurescan be assessed. The test for exposure to high alkalinity(8.8.2.2.1) is required. The test for exposure to sulfur dioxide(8.2.2.2.2) is optional.

8.8.2 General test conditions—Conduct tests on 13 mmdiameter all-thread anchors or the smallest nominal diameterif it is larger than 13 mm. Embed anchors in cylindricalconcrete test members having a minimum diameter of 150 mm.Cast the concrete test members in lengths of steel or plasticpipe having a wall thickness as required to prevent slicesplitting during punch testing. All test members shall originatefrom the same concrete batch. Install anchors along the centralaxis of the concrete test members according to the MPII. Fortests in sulfur dioxide, fabricate the anchor element fromaustenitic stainless steel. After curing the adhesive, concretecylinders in which the anchors are installed shall be sawn with

a diamond saw into 30 mm ± 3 mm thick slices so the resultingslices are undamaged. Slices shall be oriented perpendicular tothe anchor axis and consist of the concrete, adhesive material,and anchor element. Discard the top and bottom slices.Prepare a minimum of 10 slices for each environmentalexposure to be investigated and 10 reference slices subjectedto standard climate conditions.

8.8.2.1 Storage of reference slices— Store the slicesunder normal climate conditions (dry/standard tempera-ture/relative humidity 50 ± 5%) for 2000 hours.

8.8.2.2 Storage of slices under aggressive environmental

exposure— Store 10 slices each under the following environ-mental exposures.

8.8.2.2.1 High alkalinity— Store slices under standardclimate conditions in a container filled with an alkaline fluid(pH = 13.2). All slices shall be completely covered for2000 hours. Produce the alkaline fluid by mixing water withpotassium hydroxide (KOH) powder or tablets until the pHvalue of 13.2 is reached. Maintain a mean alkalinity value of pH = 13.2 ± 0.2 during storage. If the measured alkalinityfalls below 13.0, extend the test duration by the total lengthof time during which the pH value was less than 13.0. Thelength of time the pH was less than 13.0 shall not be includedin the calculation of the mean alkalinity value. Monitor thepH value on a daily basis.




8.8.2.2.2 Sulfur dioxide— Perform tests according to ENISO 6988 (Kesternich Test); the theoretical sulfur dioxideconcentration, however, shall be 0.67 percent at the beginningof a cycle, corresponding to 2 dm3 of SO2 for a test chambervolume of 300 dm3. Perform at least 80 cycles.

8.8.3 Punch tests— Within 24 hours after removal of thespecimen from storage, measure the thickness of the slices

and test them in a test apparatus that permits the metal, thatis, the anchor element part of the slice, to be punched throughthe slice while restraining the surrounding concrete (Fig. 8.1).The loading punch shall act centrally on the metal element. Thepeak load for each test shall be recorded. Discard results fromslices that split during the punch test. Evaluate the bond stressτdur,i for each punch test using Eq. (8-1).

MPa (8-1)

where

hsl = measured thickness of slice i, mm;

d a = anchor diameter, mm; and N u,i = measured axial load corresponding to failure

of slice i, N.

R8.8.3 Slices removed from storage should be tested as

soon as possible to avoid the potential effects of specimen

drying on the measured bond strength.

8.9—Verification of full concrete capacityin a corner


R8.9 The concrete capacity design method assumes that

maximum concrete breakout or bond capacity is reached at

edge distances equal to or greater than cac. To check this

assumption for a specific anchor system, tests are performed

with single anchors in a corner with ca1 = ca2 = cac. This

edge distance represents the critical edge distance at which

there is no edge influence on the tensile capacity of the anchor

as governed by concrete failure. The tests are performed in

concrete members having the smallest thickness hmin for

which the manufacturer wishes to qualify the anchor. These

tests permit the selection of product-specific values for cacthat, in conjunction with some value of hmin , will allow

anchor installation without damage in the form of splitting

cracks to the concrete. There can be more than one

combination of these values.8.9.1 Purpose—This test is performed to determine thecritical edge distance cac in test members with the minimumspecified thickness for that anchor.

8.9.2 General test conditions— Perform tests on singleanchors in uncracked, low-strength concrete at a corner withequal edge distances of cac, and test member thickness hmin

(Fig. 8.2).

8.10—Determination of minimum spacing andedge distance to preclude splitting

Refer to Table 3.1, Test 11; Table 3.2, Test 15; andTable 3.3, Test 12.

τdur i,

N u i,

πd ahsl

---------------=

R8.10 Tests are performed with two anchors installed

parallel to an edge with the minimum edge and spacing

distances and in a test member having the smallest thickness

for which the manufacturer wishes to qualify the anchor.

Minimum values for edge distance and anchor spacing are

given in ACI 318M, Appendix D. These tests permit the selec-

tion of product-specific values for cmin and smin that, in

conjunction with some value of hmin , will allow anchor

installation without damage in the form of splitting cracks to

the concrete. There can be more than one combination of

these three minimum values. While the application of torque is

not required to set normal adhesive anchor systems, most

MPIIs specify a maximum torque value for the clamp attach-

ment to the concrete. Use of an elevated torque value (1.7 Tinst)

is intended to compensate for possible inaccuracies in torque

wrenches on site. For conditions in which torque is not applied

to the anchor, the minimum edge distance is governed by the

drilling process used to install the adhesive anchor.

8.10.1 Purpose— This test is performed to verify for thesmin and cmin requested by the manufacturer that the concretewill not experience splitting failure during installation andthe required tension capacity is achieved.

Fig. 8.1—Punch test.

Fig. 8.2—Corner test.




8.10.2 General test conditions; test anchors in uncracked,

low-strength concrete—Install two anchors at the minimumspacing smin and the minimum edge distance cmin in testmembers with the minimum thickness hmin to be reported forthe anchor. Place the two anchors in a line parallel to theedge of a concrete test element at a distance of at least 3hef

from other groups. Select smin, cmin, and hmin depending onanchor characteristics.

8.10.2.1 Separate bearing plates shall be permitted to beused for each anchor to simplify the detection of concretecracking. The distance to the edge of the bearing plate fromthe centerline of the corresponding anchor shall be threetimes the diameter d a of the anchor being tested.

8.10.2.2 Calculate the expected mean tension failureload corresponding to the edge distance and spacing of theanchor group to be tested considering the service-conditiontests and effects of reduced spacing and edge distance. If theaverage prestressing force corresponding to 1.7T inst exceedsthe calculated mean tension failure load of the anchor groupin uncracked concrete, perform a torque test in accordance

with 8.10.2.3. Otherwise, perform a load test in accordancewith 8.10.2.4.

8.10.2.3 Torque test —Torque the anchors alternately inincrements of 0.2T inst . After each increment, inspect theconcrete surface for cracks. Stop the test when splitting orsteel failure prevents the torque from being increasedfurther. For each test, simultaneously record the torque atfirst formation of a hairline crack at one or both anchors andthe maximum torque that can be applied to the anchors.

8.10.2.4 Load test —Install anchors according to theMPII using the minimum specified spacing and edgedistances. Load the anchor group in tension to failure as anunconfined test.

8.11—Tests to determine shear capacity of anchorelements with nonuniform cross section


8.11.1 Purpose—This test is performed to evaluate theshear capacity of anchors as governed by element shearfailure in situations where the shear capacity cannot bereliably calculated.

R8.11.1 Where the cross-sectional area of the anchor

shear plane is less than a threaded section of the same

nominal diameter within five anchor diameters of the shear

plane, the shear capacity may be affected by the reduced

section. Additionally, shallow anchors that exhibit pullout

failure in unconfined tension tests may exhibit shear

strengths away from edges that are below those predicted by

ACI 318M, Appendix D. Tests shall be performed to estab-

lish the appropriate shear capacity in these cases. For

anchors assessed for use in cracked concrete and resisting

seismic loads, it may be advantageous to establish the

reference shear capacity of the anchor system in cracked

concrete.

8.11.2 General test conditions—Perform shear tests inuncracked concrete away from edges in accordance withASTM E488.

1. Test anchor elements having a cross-sectional area thatis less than a threaded bolt of the same nominal diam-eter as the anchor within five anchor diameters of theshear failure plane.

2. Test anchors at hef = hef, min and at hef = 2hef, min foranchor diameters that exhibit pullout failure in uncon-fined tension tests at hef = hef, min where hef, min ≤ 8d a.

8.11.3 For anchors evaluated according to Table 3.2, at themanufacturer’s option, shear tests shall be performed incracked concrete with a crack width of 0.3 mm, with theshear load applied parallel to the crack.

8.12—Simulated seismic tension testsRefer to Table 3.2, Test 17. R8.12 Simulated seismic tests are intended to assess the

anchor performance in cracked concrete conditions under

cyclic loading. The crack width is assumed to be roughly

150 percent of the maximum crack width associated with

elastic conditions, with the maximum level of cyclic loading

approximately twice the service load level under

nonseismic conditions. These tests are not intended to simulateall possible loading conditions that may occur in an earthquake

or intended to represent the degree of cracking that might occur

in plastic hinge regions of reinforced concrete structures.

8.12.1 Purpose—These optional tests are intended toevaluate the performance of anchors in seismic tension,including the effects of cracks, but without edge effects.Qualification for seismic loading shall only be considered in thecontext of a cracked concrete test program in accordance withTable 3.2.

8.12.2 General test conditions—Test each anchor diameter atembedments as specified in Table 3.2. Install the anchor in aclosed crack in accordance with 4.8. If no torque is specified

by the MPII, finger-tighten the anchor prior to testing. Openthe crack by ∆w = 0.5 mm, where ∆w is additive to the widthof the closed hairline crack after anchor installation. Subjectthe anchors to the sinusoidal tension loads specified in Table 8.2and Fig. 8.3 with a cycling frequency between 0.1 and 2 Hz,whereby N eq is given by Eq. (8-2), N m is given by Eq. (8-3),and N i is given by Eq. (8-4).

N (8-2)

where

N o,i = mean tension capacity from reference service-condition tension tests in low-strength crackedconcrete (Table 3.2, Test 11c), N;

f c,test = compressive strength of concrete used at time of testing, MPa;

f c,test ,2 = concrete compressive strength corresponding tothe tests used to establish N o,i, MPa; and


N (8-3)

N eq 0.5 N o i, f c t es t ,

f c t es t 2,,

----------------

n

=

N m N eq

2--------=




N (8-4)

8.12.2.1 Record the crack width, anchor displacement,and applied tension load in accordance with 4.8. Followingcompletion of the simulated seismic-tension cycles, open thecrack to a width not less than the crack opening width asmeasured at the end of the cyclic test and load the anchor intension to failure. Record the maximum tension load, that is,residual tension capacity; the corresponding displacement;and plot the load-displacement response.

8.13—Simulated seismic shear testsRefer to Table 3.2, Test 18.

R8.13 Simulated seismic shear tests are performed in

cracks that are parallel to the load direction. Load cycling

may be conducted at a relatively low frequency because the

loading rate has not been determined to be a significant

factor in anchor performance. The use of a ramped loading

function through the zero point of the cyclic load may be

advantageous for operation of the testing apparatus.

8.13.1 Purpose—These optional tests are intended toevaluate the performance of anchors subjected to seismic shearloads, including the effects of concrete cracking. Qualificationfor seismic loading shall only be considered in the context of acracked concrete test program as given in Table 3.2.

8.13.2 General test conditions—Test each anchor diameterat embedments as specified in Table 3.2. Install the anchor in aclosed crack in accordance with 4.8. If no torque is specified bythe MPII, finger-tighten the anchor prior to testing. Test inter-nally-threaded anchors with the bolt specified by the manufac-turer and report the bolt type (refer to Table 11.1 or Table 11.2for forms). Open the crack by ∆w = 0.5 mm, where ∆w is addi-tive to the width of the initial hairline crack after anchor instal-lation. Subject the anchors to the sinusoidal shear loadsspecified in Table 8.3 and Fig. 8.4, with the shear load applied

parallel to the direction of the crack, whereby V eq is given byEq. (8-5), V m is given by Eq. (8-6), and V i is given by Eq. (8-7).

N (8-5)

whereV o,i = mean shear capacity of anchors from reference

service-condition tests in uncracked, low-strength concrete (Table 3.2, Test 16), N;

f ut,test = specified ultimate tensile strength of steel

anchor elements used in seismic tests, MPa and f ut,test,2 = measured ultimate tensile strength of steel

anchor elements used in reference service-condition tests, MPa.

N (8-6)

N (8-7)

8.13.2.1 If the service-condition shear tests have notbeen performed, V eq shall be permitted to be evaluated in

accordance with Eq. (8-8).

V eq = 0.35 Ase f ut,test N (8-8)

8.13.2.2 The frequency of loading shall be between 0.1and 2 Hz. To reduce the potential for uncontrolled slip duringload reversal, the alternating shear loading shall be permittedto be approximated by the application of two half-sinusoidalload cycles at the desired frequency connected by a reduced-speed ramped load, as shown in Fig. 8.5.

8.13.2.3 Record the crack width, anchor displacement,and applied shear load in accordance with 4.8. Plot the load-displacement history in the form of hysteresis loops.

N i N eq N m+

2-----------------------=

V eq 0.5V o i, f c t es t ,

f c t es t 2,,

----------------=

V mV eq

2---------=

V iV eq V m+

2---------------------=

Table 8.3—Required loading history for simulatedseismic shear test

Load level ±V eq ±V i ±V m

Number of cycles 10 30 100

Fig. 8.4—Required load history for simulated seismic shear test.Fig. 8.3—Required load history for simulated seismictension test.

Table 8.2—Required loading history for simulatedseismic tension test

Load level N eq N i N m

Number of cycles 10 30 100




8.13.2.4 Following completion of the simulated seismic-shear cycles, open the crack to a width not less than the crack opening width as measured at the end of the cyclic shear testand load the anchor parallel to the crack in shear to failure.

Record the maximum shear load or residual shear capacityand the corresponding displacement, and plot the load-displacement response.

CHAPTER 9—SUPPLEMENTAL TEST9.1—Round-robin tests


R9.1 The relationship between concrete composition and

adhesive anchor performance is not well understood.

Anecdotal evidence indicates there may be a direct relationship

between aggregate types used and bond strength. Round-

robin tests are intended to establish the consistency of bond

properties of the tested system over a range of concretemixture designs originating from various geographic regions.

Two mixture designs—one without and one with fly ash as a

cement replacement—are intended to provide a representa-

tive sample of concrete compositions in North America.

9.1.1 Purpose—These round-robin tests are performed tocalibrate adhesive anchor test results for regional variationsin concrete.

9.1.2 General test conditions—Perform round-robintension tests on anchor diameters and embedments asspecified in Table 3.1, 3.2, or 3.3.

9.1.3 Round-robin tension tests shall be performed by theprimary testing laboratory and three additional independentlaboratories (also known as secondary laboratories) accreditedfor testing adhesive anchors in accordance with Chapter 12.The three additional independent laboratories shall beselected by the primary testing laboratory and accredited fortesting of anchors according to ASTM E488.

9.1.4 All round-robin tests shall be conducted with ASTMA193 B7 Unified National Coarse (UNC) threaded rodanchors. If steel failure occurs, the embedment depth shall bereduced for all round-robin tests. Anchor test specimenssampled in accordance with 4.2 shall be provided by theprimary testing laboratory to the three additional laboratories.Where the primary laboratory uses data from more than one

laboratory for the assessment of the service-conditiontension capacity in low-strength concrete, each laboratoryshall provide round-robin tests.

9.1.5 Each of the four laboratories performing round-robintests shall be located in a different geographic region of North America, whereby the geographic regions shall bedefined by time zone as follows: Region 1: Pacific Time Zone;Region 2: Mountain Time Zone; Region 3: Central Time Zone;and Region 4: Eastern and Atlantic Time Zones. Aggregatesused for the concrete shall be representative of typical concrete

production in each laboratory’s immediate geographic loca-tion. It shall be permitted, however, to transport specimensprepared by the regional laboratories in the differentgeographic regions to the primary testing laboratory for testing.

9.1.5.1 If the primary laboratory is located outside of North America, four secondary laboratories, each located ina different geographic region in North America, shall beselected by the primary laboratory and round-robin testsshall be provided by the secondary laboratories only. Theaggregates used for the concrete shall be representative of typical production in each laboratory’s geographic location.

9.1.6 For the purpose of round-robin testing, eachsecondary laboratory shall cast unreinforced concrete test

members 300 mm thick with minimum plan dimensions of 1.2 x 0.9 m from normalweight concrete using mixturedesigns formulated to achieve 21 ± 3.5 MPa at the time of testing. Mixture designs shall be in accordance with 4.3 and9.1.6. Aggregates shall be in accordance with 4.3.2. Testmember strength shall be confirmed based on field preparedand cured cylinders in accordance with 4.4.3.2. Concreteshall be produced from Mixture Designs A and B withmaterials in accordance with Table 9.1.

9.1.7 Install anchors in accordance with the MPII. Performa minimum of five confined and five unconfined tension teststo failure on anchors in concrete produced in accordance withMixture Design A and a minimum of five confined and fiveunconfined tension tests to failure in concrete produced inaccordance with Mixture Design B. Perform tests in accordancewith 4.7 within the concrete age interval of 28 to 56 days.Confined round-robin tests may be omitted, however, if Eq. (9-1) is fulfilled.

k ≤ 10

where

(9-1)k N u

hef

1.5 f c test i,,

----------------------------=

Fig. 8.5—Permitted approximation of seismic shear cycle.

Table 9.1—Materials for concrete round robin tests

Mixturedesign

Coarseaggregate

Fineaggregate Cementitious material

A Normalweight Normalweight ASTM C150 Type II cement

B Normalweight Normalweight

ASTM C150 Type II cementcombined with 25% Class F

fly ash conforming toASTM C618




N u is the mean ultimate tension load in unconfined round-robin tests, N.

9.2—Tests to determine minimum memberthickness

Refer to Table 3.1, Test 14; Table 3.2, Test 20; andTable 3.3, Test 15.

R9.2 The determination of alternate minimum member

thicknesses hmin is permitted through testing conducted in

accordance with this section. Refer also to 8.9 and 8.10.

9.2.1 Purpose—These optional tests are performed tocheck the minimum member thickness hmin specified by themanufacturer.

9.2.2 General test conditions— Test anchor diameters andembedments as specified in Table 3.1, 3.2, or 3.3.

9.2.2.1 Perform a minimum of 10 installation tests forthe maximum embedment depth hef associated with eachanchor diameter to demonstrate that hole drilling and instal-lation (for example, setting and torquing of the anchor) doesnot result in cracking or breakthrough of the concrete test

member. A test shall consist of drilling the hole, setting theanchor, and inspecting the test member for visible concretecracking or spalling. For the purpose of these tests, supportthe test member, that is, slab and beam, with a shear spanlength, which is the distance from anchor to support, not lessthan 1.5hef . Use drilling equipment and setting proceduresthat are representative of normal anchor installation asspecified by the anchor manufacturer.

9.2.2.2 Instead of 9.2.2.1, tests in accordance with 8.9and 8.10 shall be permitted to be conducted with the testmember supported with a shear span length not less than1.5hef . Drilling equipment and setting procedures shall berepresentative of normal anchor installation as specified by

the manufacturer. Subsequent to drilling the holes andsetting anchors, the balance of tests in accordance with 8.9and 8.10 shall be permitted, conducted without supports.

CHAPTER 10—ASSESSMENT OF ANCHORS10.1—Analysis of data

Analyze data according to the procedures of this chapter andreport the results according to the requirements of Chapter 11.

10.2—Normalization of anchor capacities formeasured concrete bond and steel strengths

R10.2 Normalization to 17 MPa is based on the minimum

concrete compressive strength permitted by ACI 318M.

10.2.1 Consider the failure type when reporting results anddata and comparing anchor capacities of tests that requirenormalization to a specific or a common strength.

10.2.2 Normalize all test results to a concrete compressivestrength of 17 MPa and report according to the requirementsof Chapter 11, unless otherwise specified by this standard.

10.2.3 Concrete breakout, splitting, and pullout failure

10.2.3.1 Normalize test results for the influence of theconcrete compressive strength in accordance with Eq. (10-1).

N (10-1)F i F u test x ,,

f c i,

f c test x ,,

----------------

n

=

whereF i = test result normalized to considered concrete

strength i, N;F u,test,x = test result from test series x , N; f c,i = concrete compressive strength corresponding

to concrete to which the test result shall benormalized, MPa;

f c,test,x = concrete compressive strength correspondingto concrete used for test series x , MPa; andn = 0.5 for concrete breakout and splitting failure

or shall be determined from tests when failureunder tension load is characterized by pulloutor when tests are performed as confined tests.

10.2.4 Anchor element failure

10.2.4.1 Where failure is characterized by metal rupture,normalize the capacity for nominal anchor element materialstrength using Eq. (10-2). For steels conforming to a standard,the characteristic tensile strength shall be taken as theminimum specified tensile strength f uta.

N (10-2)

whereF ut = normalized test result, N;F u,test,x = test result from test series x , N; f uta = specified steel tensile strength to which the

test result shall be normalized, MPa; and f u,test,x = measured steel tensile strength corresponding

to anchors used for test series x , MPa.

10.3—Establishing characteristic values R10.3 Establishment of characteristic values is based on

factors for one-sided tolerance limits for normal distributions.10.3.1 Evaluate the characteristic value—for example, N k ,

N p, N s , and V s—from the mean value and the associatedcoefficient of variation v using Eq. (10-3).

F k = F test,x (1 – K · νtest,x ) (10-3)

whereK = tolerance factor corresponding to a 5 percent

probability of nonexceedence with a confidenceof 90 percent derived from a noncentral t -distribution for which the population standarddeviation is unknown (values for specific

samples sizes n are provided in Table 10.1);F k = characteristic value (5 percent fractile), N;

F test,x = mean of test results for test series x , N; and νtest,x = coefficient of variation of the population

sample corresponding to test series x , percent.

10.4—Assessment of characteristic tensioncapacity associated with concrete breakout andpullout

10.4.1 Adjustment for regional variations in concrete

(Section 9.1)

R10.4.1 Variations in adhesive anchor bond strength as

determined from round-robin tests is reflected in the value of

F u F u t es t x ,, f ut a

f u t est x ,,

----------------=




α conc. Testing in conformance with round-robin testing

requirements may result in significant scatter and adjustment of

the characteristic bond stress from round-robin testing

should be limited to cases where there is a clear trend. As

such, a 5 percent tolerance on the ratio of the round-robin

bond stress to the reference bond stress is included in the

assessment. Where confined tests have been performed in

accordance with Section 9.1.7, the value ofα conc corresponding

to the confined tests should be used in Eq. (10-12).

10.4.1.1 The primary testing laboratory shall determinethe mean bond stress τ

ref,f c from the results of the combined

round-robin tests in accordance with Eq. (10-4). If the meanbond stress corresponding to the tests conducted in any onelaboratory exceeds the mean of the combined results fromthe remaining three laboratories by more than 15 percent,discard that test series and use the remaining three test seriesto establish τref,f c

. Perform this evaluation separately for theresults for unconfined and confined tests.

MPa (10-4)

where

τref,f c = normalized mean bond stress correspondingto round-robin tests, MPa; and

F test,f c = mean peak load for all round-robin tests

normalized to concrete strength f c = 21 MPa inaccordance with Section 10.2, N.

10.4.1.2 Based on the results of all round-robin testing,evaluate the adjustment factor αconc in accordance withEq. (10-5) separately for unconfined and confined round-robin tests. The minimum value of αconc shall be used inEq. (10-12). Where the primary laboratory uses data frommore than one laboratory for the assessment of service-condition tension capacity in low-strength concrete, a unique

τref f c,

F t es t f c,

πd ahef

---------------=

value of αconc shall be calculated for each laboratory andapplied to the service-condition tension tests originatingfrom that laboratory.

(10-5a)

(10-5b)

(10-5c)

where

τu,f c = mean bond stress from unconfirmed round-

robin service-condition tests in uncrackedconcrete normalized to concrete strength f c =21 MPa in accordance with Section 10.2, MPa;

or the mean bond stress from confirmed round-robin reference tests in uncracked concretenormalized to concrete strength f c = 21 MPain accordance with Section 10.2, MPa; and

τref,f c= as per Eq. (10-4).

10.4.2 Requirements on coefficient of variation

R10.4.2 The limits of 20 and 15 percent on the coefficient

of variation (COV) for reliability and reference/service-

condition tests, respectively, are derived from extensive

experience with adhesive anchor testing. For systems that

exhibit larger variation, a reduction is taken on the bond

stress in the form of α COV.

10.4.2.1 In each reliability test series, the (COV ) νtest,x

of the peak loads shall not exceed 30 percent. For all other testseries, the (COV ) νtest,x of the peak loads shall not exceed20 percent.

10.4.2.2 For cases where the (COV ) νtest,x of the peak loads in reliability tests exceeds 20 percent, determine areduction factor αCOV in accordance with Eq. (10-6).

10.4.2.3 For cases where the (COV ) νtest,x of the peak loadsin tests other than reliability tests exceeds 15 percent, determinea reduction factor αCOV in accordance with Eq. (10-6).

10.4.2.4 The minimum value of αCOV as determined inaccordance with Sections 10.4.2.2 and 10.4.2.3 shall control forthe determination of τk (cr,uncr ) in accordance with Eq. (10-12).

(10-6)

where νtest,x is the sample coefficient of variation for testseries x equal to the mean divided by the sample standarddeviation, percent, and COV is the threshold COV for adhesiveanchors, percent (20 for peak loads from reliability tests and15 for peak loads from tests other than reliability tests).

10.4.3 Comparison with reference tests

R10.4.3 The assessment for performance in reliability

tests is conducted through the determination ofα -values that

τref f c,

τu f c,

-------------- 1.05 αconc>τref f c,

τu f c,

--------------=

τref f c,

τu f c,

-------------- 0.95 αconc<τref f c,

τu f c,

--------------=

0.95τref f c,

τu f c,

-------------- 1.05 αconc≤ ≤ 1=

αCO V

11 0.03 νtest x , COV –( )+--------------------------------------------------------- 1.0≤=

Table 10.1—K values for 5 percent probability ofnonexceedence with a confidence of 90 percent

Number of tests n K Number of tests n K

3 5.311 21 2.190

4 3.957 22 2.174

5 3.400 23 2.159

6 3.092 24 2.145

7 2.894 25 2.132

8 2.754 26 2.120

9 2.650 27 2.109

10 2.568 28 2.099

11 2.503 29 2.089

12 2.448 30 2.080

13 2.402 35 2.041

14 2.363 40 2.010

15 2.329 45 1.986

16 2.299 50 1.965

17 2.272 60 1.933

18 2.249 120 1.841

19 2.227 240 1.780

20 2.208 ∞ 1.645




are, in turn, compared with limiting values α req , below

which a reduction in the bond stress is required.

10.4.3.1 For those reliability tests listed in Tables 3.1,3.2, or 3.3 for which αreq is defined, calculate the value of αusing Eq. (10-7) and the results of reference tension testsconducted in the same test member or concrete batch withanchors having the same diameter.

(10-7)

whereτu,i = mean bond stress from reliability test series in

concrete batch or test member i, MPa;τo,i = mean bond stress from reference test series in

concrete batch or test member i, MPa;τk,i = characteristic bond stress from reliability

test series in concrete batch or test member i

calculated in accordance with Section 10.3,MPa; and

τk,o,i = characteristic bond stress from reference testseries in concrete batch or test member i calcu-lated in accordance with Section 10.3, MPa.

10.4.3.2 Omit comparison of the 5 percent fractile valuesif either of the following conditions is met:• For both test series, the COV of the failure loads v ≤

10 percent; or• The difference in the number of tests in the series to be

compared is ∆n ≤ 5 and the COV of the reliability testseries is equal to or less than the COV of the referencetest series.

10.4.4 Requirements for load-displacement behavior

R10.4.4 The point at which the adhesive anchor loses

initial adhesion to the concrete and begins to slip, with

further resistance provided by the rough interface between

the concrete and the adhesive matrix, is generally determined

by examination of the load-slip curve. Where this is not

possible, rules are provided for consistent determination of

Nadh. Where the measured load at loss of adhesion is less

than 50 percent of the mean tensile strength, which is generally

an undesirable response, a reduction in the bond stress is taken

through the factor α adh.

10.4.4.1 Uncontrolled slip under tension load corresponds

to the loss of adhesion between the adhesive material and the

concrete. Upon loss of adhesion, both the anchor element

and adhesive material are extracted together from the

concrete. In such cases, the subsequent load-slip behavior is

substantially dependent on the roughness of the drilled hole.

The onset of uncontrolled slip is therefore defined as loss of

adhesion and the load corresponding to loss of adhesion is

denoted as N adh.

10.4.4.2 Evaluate the load N adh for each test of the reliability

test series (Table 10.3), the service-condition test series

(Table 10.4), and the reliability tests (Table 10.5 or 10.6).

10.4.4.3 Evaluate the load N adh by examination of the

load-displacement curve recorded during the test conduct. In

general, loss of adhesion is characterized by a significant

change in stiffness as reflected in an abrupt change in the slopeof load-displacement curve (Fig. 10.1(a)).

10.4.4.4 In cases where the load corresponding to loss of

adhesion may not readily be identified by direct observation

of the load-displacement curve, evaluate the load N adh as

follows.

1. Compute the tangent to the load-displacement curve at a

load N = 0.3 N u, where N u is the peak tension load resisted

by the anchor in the test. In general, the tangent stiffness

k tan can be conservatively estimated as the secant stiffness

between the origin of the load-displacement curve and the

point defined by 0.3 N u and ∆0.3 in Eq. (10-8).

α min τu i,

τo i,

---------τk i,

τk o i , ,

-------------;=

Table 10.2—Minimum limiting characteristic bond stress τk,min , in MPa

Reduction factors included in the evaluation of τ k( cr,uncr) in accordance with Eq. (10-12)

Table 3.1 Table 3.2, Table 3.3

Uncrackedconcrete

Uncrackedconcrete

Crackedconcrete

β αlt αst αdur αρ αconc αCOV αcat 3 4.5 4.5 1.4

β — — — αρ αconc αCOV αcat 3 7 7 2.1

Table 10.3—Reliability tests relevant for determination of min(α / αreq ) and minαadh in Eq. (10-12)

Table 3.1 Table 3.2 Table 3.3

Test no. Test no. Test no.

3 4 5* 3 4 5 6 7 8* 3 4 5 6*

*Optional tests.

Table 10.4—Service-condition tests relevant for determination of min(α / αreq ) and minαadh in Eq. (10-12)


Test no. Test no. Test no.

7a 7b 8a 8b* 8c 11a 11b 11c 11d 12a 12b* 12c 17 8a 8b 9a 9b* 9c

*Optional tests.




(a) Nadh at loss of adhesion.

(b) Nadh when peak load-displacement is after ∆ lim.

(c) Nadh when peak load is before ∆ lim.

(d) Nadh when ∆ 0.3 < 0.05 mm

Fig. 10.1—Evaluation of Nadh load under different load-displacement conditions.

Table 10.5—Anchor categories for adhesiveanchors subject to installation conditionsaccording to Table 10.7*

Anchorcategory

Threshold value of α req for selected reliability testsReliability test numbers according to

Table 3.1, Table 3.2, or Table 3.3

2a 2b 2c† 2d† 2e

1 0.95 0.90 0.90 0.90 0.95

2 0.80 0.75 0.75 0.75 0.80

3 0.70 0.65 0.65 0.65 0.70

*(periodic special inspection)†Optional tests; refer to Table 10.7 for permissible combinations.

Table 10.6—Anchor categories for adhesiveanchors subject to installation conditionsaccording to Table 10.8*

Anchorcategory

Threshold value of α req for selected reliability testsReliability test numbers according to

Table 3.1, Table 3.2, or Table 3.3

2a 2b 2c† 2d† 2e 2f ‡§ 2g†§ 2h†§

1 0.80 0.75 0.75 0.75 0.80 0.90 0.90 0.90

2 0.70 0.65 0.65 0.65 0.70 0.75 0.75 0.75

3 0.60 0.55 0.55 0.55 0.60 0.65 0.65 0.65

*(continuous special inspection and on-site proof loading program)†Optional tests; refer to Table 10.8 for permissible combinations.‡If Test 2g is performed, then Test 2f may be omitted.§Omission of less severe tests is permitted in specific cases: for example, if thedesired category is fulfilled with the results of Tests 2b, 2c, and 2d, then Tests 2f, 2g,and 2h may be omitted.




(10-8)

where ∆0.3 is the anchor displacement at N = 0.3 N u.2. Multiply the tangent stiffness by 2/3.3. Project a straight line from the origin of the load-

displacement curve with a slope corresponding to the

stiffness as calculated in No. 2.4. The load N adh shall be taken from the point of intersection

between the projected line and the measured load-displacement curve (Fig. 10.1(b)).

5. If the peak load occurs at a displacement that is lessthan that corresponding to the intersection of theprojected line and the load-displacement curve, then N adh shall be taken as the peak load (Fig. 10.1(c)).

6. If the displacement ∆0.3 ≤ 0.05 mm, the origin of theprojected line shall be shifted to a point on the load-displacement curve given by 0.3 N u and ∆0.3 (Fig. 10.1(d)).

10.4.4.5 For all values of N adh calculated in accordancewith Section 10.4.4.3 or 10.4.4.4, evaluate the adjustment

factor αadh using Eq. (10-9).

(10-9)

where N adh,i,j = tension load corresponding to loss of adhesion

for Test Series i, Test j, N; and N u,i,j = peak tension load corresponding to Test

Series i, Test j, N.10.4.4.6 In cases where a minimum of 10 replicates have

been performed in a given test series, it shall be permitted to

calculate αadh for that test series in accordance with Eq. (10-10)instead of Eq. (10-9).

(10-10)

wheremin N adh,i = minimum value of adhesion force determined

for Test Series i, N; and N u,i = mean tension capacity for reliability Test

Series i, N.10.4.4.7 Where failure under tension load is characterized

by slip between the anchor rod and adhesive material along theentire embedded length—as indicated by extraction of thethreaded rod without adherence of adhesive to the rod—evaluation of the load corresponding to loss of adhesion is notrequired and the value of αadh shall be taken as 1.0.

10.4.5 Bond stress

R10.4.5 The calculation of bond stress, made on the basis

of the uniform bond stress mode, is assumed essentially

independent of concrete strength within the concrete

strength range addressed by ACI 318M, Appendix D. An

adjustment is made for values determined through confined

testing, which generally increases the measured peak load

over that measured in unconfined testing because confined

testing restrains splitting cracks and provides for a triaxial

stress state under the bearing plate. For anchor systems

evaluated using the reduced test program of Table 3.3, the

bond strength in cracked concrete is given as 25 percent of

the value determined in uncracked concrete. The determina-

tion of the limiting characteristic bond stress to be used in

the design equations of ACI 318M, Appendix D is based on

a range of factors that may or may not apply in each case. It is

therefore permissible to determine a range of limiting charac-

teristic bond stress values associated with specific conditions.

10.4.5.1 Calculate the corresponding bond stress τi foreach service-condition tension test (Table 3.1, Tests 7a and 7b;Table 3.2, Tests 11a through 11d; and Table 3.3, Tests 8a and8b) in concrete test member i or concrete batch i, normalizedto concrete strength equal to 17 MPa using Eq. (10-11).

(10-11)

where N u,i,f c

= peak tension load measured in a tension testconducted in test series i or concrete batch i,normalized to concrete strength f c = 17 MPa,N; and

αsetup = 1.0 if service-condition tests are performed asunconfined tests, 0.75 if service-conditiontests are performed as confined tests, and0.70 if service-condition tests in crackedconcrete are performed as confined tests.

10.4.5.2 Nominal characteristic bond stress

10.4.5.2.1 Calculate the nominal characteristic bond

stress value τk,nom(cr,uncr ) from the values τi in accordancewith Eq. (10-3).

10.4.5.2.2 If the bond stress can be shown to vary withanchor diameter in a nonrandom manner, report the bondstress as a continuous function of anchor diameter. Other-wise, calculate a single bond stress τk,nom(cr,uncr ) with theresults for all diameters using the lowest bond stress.

R10.4.5.2.2 While uniform bond stresses calculated in

accordance with Eq. (10-11) typically trend downward with

increasing anchor diameter, the relationship between bond

stress and diameter may be system-dependent and may not

show a uniform trend. In this case, where the bond stress

rises and falls across several diameters in a random manner,

the minimum derived bond stress should be taken across all

diameters. Where a trend can be established between bond

stress and diameter, a best-fit approximation to the recorded

values should be established and used to establish unique

bond stresses for each diameter as appropriate.

10.4.5.2.3 For adhesive anchor assessed in accordancewith Table 3.3, the value of τk,nom,cr shall be taken asτk,nom,cr = 0.25τk,nom,uncr .

10.4.5.3 Determination of limiting characteristic bond

stress

10.4.5.3.1 For adhesive anchors qualified in accordancewith Table 3.1, reduce the nominal characteristic bond stress

k ta n

0.3 N u N origin–

∆0.3 ∆origin–-------------------------------------≈

αad h

N adh i j, ,

0.5 N u i j, ,

-------------------- 1.0≤=

αad h

min N adh i,

0.5 N u i,

------------------------- 1.0≤=

τi αsetup

N u i f c, ,

πd ahef

---------------=




in uncracked concrete, τk,nom,uncr , in accordance with Eq. (10-12) and report the limiting characteristic bond stress inuncracked concrete, τk,uncr , for each combination of mandatoryand optional use conditions specified.

10.4.5.3.2 For adhesive anchors qualified in accordancewith Table 3.2 or 3.3, reduce the nominal characteristictension bond stresses in cracked and uncracked concrete

τk,nom(cr,uncr ) in accordance with Eq. (10-12) and report thelimiting characteristic bond stresses in cracked concrete,τk,cr , and uncracked concrete, τk,uncr , for each combinationof mandatory and optional use conditions specified.

τk (cr,uncr ) =

τk,nom(cr,uncr )βαlt αst αdur αραconcαCOV αcat 3 MPa (10-12)

where

β = min[min(α / αreq); minαadh] for the reliability andservice-condition tests listed in Tables 10.3 and10.4; α is the ratio of reliability test result to refer-ence test result evaluated for all reliability testslisted in Table 10.3 (refer to Eq. (10-7)); αadh isthe reduction factor for loss of adhesion as evalu-ated for all reliability tests listed in Table 10.3 andfor all service-condition tests listed in Table 10.4(10.4.4.2);

αreq = threshold value of α given in Table 3.1, 3.2, or 3.3;

αlt = reduction factor for maximum long-termtemperature (refer to Eq. (10-26));

αst = reduction factor for maximum short-termtemperature (refer to Eq. (10-27));

αdur = reduction factor for durability (refer to Eq. (10-29));

αρ = minimum reduction factor for reduced load in

crack width cycling and freezing-and-thawing tests(refer to Eq. (10-16));

αconc = adjustment factor for regional concrete variation(refer to Section 10.4.1);

αCOV = reduction factor associated with the coefficient of variation of peak loads (refer to Eq. (10-6)); and

αcat 3 = reduction factor for Anchor Category 3 (refer to Eq.(10-15)).

10.4.5.3.3 If the value τk,cr is derived from service-condition tests in cracked concrete performed as confinedtests, the value τk,cr shall not exceed αconc · τk,nom,cr , whereτk,nom,cr is evaluated from service-condition tests in cracked

concrete performed as unconfined tests and evaluated inaccordance with 10.4.5.2.

10.4.5.4 Further modify the limiting characteristic bondresistance τk (cr,uncr ) for sustained tension load cases inaccordance with Eq. (10-13).

τk,sust (cr,uncr ) = τk (cr,uncr )αρ ,sust MPa (10-13)

where

αρ ,sust = reduction factor for sustained tension loadingin accordance with Eq. (10-17); and

τk,sust (cr,uncr )= the sustained tension loading bond resistance,MPa.

10.4.5.5 Further modify the limiting characteristic bondresistance τk (cr,uncr ) for seismic tension load cases inaccordance with Eq. (10-14).

τk,seis(cr,uncr ) = τk (cr,uncr )α N,seis MPa (10-14)

where

α N,seis = reduction factor for seismic tension loading(Eq. (10-30)); and

τk,seis(cr,uncr )= seismic tension bond resistances in crackedand uncracked concrete, respectively, MPa.

10.4.5.6 Minimum limiting characteristic bond stress

10.4.5.6.1 The nominal characteristic bond stressevaluated in accordance with Eq. (10-12) shall not be lessthan that shown in Table 10.2. Where this condition is notsatisfied, the product shall be reported as unqualified.

R10.4.5.6.1 ACI 318M, Appendix D, contains default

minimum bond stresses that may be used for design in the

absence of direct information regarding the bond stresses

associated with common use conditions for a qualified product. Because any qualified product is assumed to be

able to develop these minimum bond stresses, the same

values (as derived from Eq. (10-12) for the specific constella-

tion of use parameters described in ACI 318M, Appendix D)

must be taken as minimums for the qualification. A basic

differentiation is made between outdoor and indoor use.

Outdoor implies exposure to weather such as water,

temperature, and aggressive environments, while indoor is

associated with a less demanding set of parameters. This is

reflected in the omission of the α lt , α st , and α dur from the

second higher set of bond stresses corresponding to indoor

uses in ACI 318M, Appendix D (Table 10.2).

10.4.6 Anchor category R10.4.6 The anchor category is determined by the results of

reliability tests in terms of the sameα -factors used to determine

the limiting characteristic bond stress. Two sets ofα req values

are provided for determining the anchor category, each

associated with specific job-site inspection and testing

requirements. For anchors that are assessed under the more

relaxed threshold values for the determination of the anchor

category, more stringent requirements for job-site inspection

and testing are required. For anchors that do not meet the

threshold values for the lowest anchor category, a further

reduction in the limiting characteristic bond stress is taken.

10.4.6.1 Assign an anchor category to the tested anchorsystem in accordance with Table 10.5 or 10.6, dependingon the installation conditions specified for the anchor andthe results of the reliability tests. The minimum value of αand αadh shall control for the determination of the anchorcategory.

10.4.6.2 Where the controlling value of α or αadh is lessthan the value of αreq corresponding to Anchor Category 3in Table 10.5 or 10.6, the anchor shall be assigned to AnchorCategory 3 and an additional reduction factor αcat 3 for thedetermination of τk (cr,uncr ) in accordance with Eq. (10-12)shall be determined in accordance with Eq. (10-15). For allother cases, αcat 3 shall be taken as 1.0.




(10-15)

where αreq,cat 3 = αreq corresponding to Anchor Category 3for corresponding reliability test in accordance with Table 10.5or 10.6.

10.4.6.3 The anchor category shall be reported in

Table 11.1 or 11.2.10.4.7 Adjustment for reduced load in crack width

cycling, freezing-and-thawing, and sustained load tests ispermissible if the limiting characteristic bond stress isreduced (10.9, 10.10, and 10.11).

R10.4.7 Sustained loads are required for the crack width

cycling test, the freezing-and-thawing test, the standard

temperature creep tests, and the maximum long-term

temperature creep tests. If the sustained load used in the test

is less than required, a reduction on the limiting characteristic

bond stress is taken.

10.4.7.1 Where a reduced sustained load is required to

meet the displacement requirements in the crack widthcycling or freezing-and-thawing tests, the reduction factorαρ shall be evaluated in accordance with Eq. (10-16).

(10-16)

where

N red = reduced sustained load in a reliability test series asrequired to satisfy displacement criteria, N; and

N req = required sustained load for a reliability testseries— N w for tests in accordance with Eq. (7-1),and N sust,ft for tests in accordance with Eq. (7-2), N.

10.4.7.2 Where a reduced sustained load is required tomeet the displacement requirements in the sustained loadtest, the reduction factor αρ,sust shall be evaluated in accordancewith Eq. (10-17).

(10-17)

where

N red = reduced sustained load applied in the sustainedload test as required to satisfy displacementcriteria, N; and

N sust,lt = sustained load in accordance with Eq. (7-3), N.

10.4.8 Determination of effectiveness factors

10.4.8.1 It shall be permitted to evaluate the effectivenessfactors k cr and k uncr for adhesive anchors in accordance withACI 355.2. Unconfined tension tests shall be conducted atthe smallest, middle, and largest diameters in low- and high-strength concrete with five replicates per test series. The testsshall be conducted at the greatest embedment depth forwhich concrete cone failure is anticipated to occur and maybe approximated using Eq. (10-18). The assessment of theeffectiveness factor shall fulfill the requirements of ACI355.2 for all test series.

mm (10-18)

where

τu,f c ,uncr = mean bond strength evaluated from unconfined

tests in uncracked concrete normalized to f c′ ,MPa; and

k m,uncr = 17 for recognition of k uncr = 13, and 15 forrecognition of k uncr = 11.

10.5—Assessment of steel tension capacity R10.5 Where the strength of the anchor element is

addressed by other standards, for example, all-thread rods

by ASTM, separate tension tests to determine the tension

strength of the rod/nut assembly are not required.

10.5.1 Evaluate the steel tension capacity in accordancewith D.5.1.2 of ACI 318M.

10.5.2 Where the steel anchor element carrying tension

load has a variable cross section, Ase,N shall be taken as theminimum cross-sectional area over the load-bearing lengthof the anchor.

10.6—Assessment of steel shear capacity (8.11)10.6.1 For anchors without a reduced cross section within

five diameters of the shear plane, the steel shear capacityshall be evaluated in accordance with D.6.1.2 of ACI 318M.

R10.6.1 In no case shall the shear strength of an anchor

element exceed the value given in ACI 318M, Appendix D.

10.6.1.1 For anchors without threads in the critical shearplane, Ase,V shall be taken as the gross anchor cross-sectional

area.10.6.1.2 For anchors with threads in the shear plane but

without a reduced cross section, Ase,V shall be taken inaccordance with Eq. (10-19).

mm2 (10-19)

where nt is the number of threads per millimeter.

10.6.1.3 For anchors that exhibit pullout failure inunconfined tension tests at hef = hef,min , determine thecharacteristic shear capacity V s by test as prescribed in

8.11, but V s shall not exceed the value determined in accor-dance with D.6.1.2 of ACI 318M, where Ase is as definedin 10.6.1.1 or 10.6.1.2.

10.6.2 For anchors with a reduced cross section within fivediameters of the shear plane, the characteristic shear capacityV s shall be determined by test as prescribed in 8.11, but shallnot exceed the value determined in accordance with D.6.1.2of ACI 318M, assuming an unreduced cross section.

10.6.3 Further modify the characteristic shear capacity V sfor seismic load cases in accordance with Eq. (10-20)

V s,seis = V sαV,seis N (10-20)

αca t 3 min min α

αr eq c at 3,

-------------------- min αad h

αr eq c at 3,

--------------------; 1.0≤=

αρ min N re d

N re q

---------- 1.0≤=

αρ sust , min N re d

N s us t l t ,

---------------- 1.0≤=

hef

τu f c uncr , , πd a

k

m u nc r ,

-----------------------------

f c′-----------------------------------

2

=

Ase V ,π

4---- d a

0.9743nt

----------------–

2=




whereαV,seis = reduction factor for seismic shear loading,

refer to Eq. (10-31);V s = characteristic steel shear capacity determined

in accordance with 10.6.1 or 10.6.2; andV s,seis = seismic shear capacity of the anchor as

governed by steel failure.

10.6.4 For anchor diameters not tested in shear, theminimum values of αV,seis determined for the tested anchordiameters closest to the untested diameters shall be used inEq. (10-20).

10.6.5 Report shear capacities obtained in Table 11.1 or 11.2.

10.7—Assessment of minimum member thickness(9.2)

R10.7 When anchors are to be installed with small back-

side cover distance, which is the distance from the end of the

drilled hole to the remote concrete face, the impact energy of

the drilling system is decisive for preventing spalling of the

concrete at the remote face.

10.7.1 In those test series where the minimum memberthickness hmin is required to be used, conduct tests inmembers having the minimum member thicknesses specifiedfor each anchor type, diameter, and embedment. Theminimum member thickness hmin shall not be less than thevalue given by Eq. (10-21).

hmin = hef + ∆h ≥ 50 mm (10-21)

where ∆h ≥ 2d o ≥ 30 mm applies to all anchor types withoutrestriction and ∆h ≥ 2d o ≥ 15 mm applies to all anchor typesin cases where the remote face of the concrete member canbe inspected. If concrete breakthrough occurs duringdrilling, take measures to ensure that the effective anchorembedment has not been compromised and that adhesivematerial losses are prevented (∆h = 0 applies to injectionanchor systems in cases where the effective anchor embedmentis adjusted for spalling on the backside of the concretemember and measures are taken to ensure that adhesivematerial losses are prevented).

10.8—Assessment of maximum tightening torque(7.19)

R10.8 Because the relationship between torque and

tension in a bolted connection is highly dependent on the

condition of the threads, fraying surfaces, and the presence

of lubricants or contaminants, the specific conditions associated

with the reported torque value should be stated.

10.8.1 The torque test shall achieve a torque resistance of at least 1.3T inst . The anchor shall not turn in the anchor holeprior to reaching a torque resistance of 1.3T inst . In addition,Eq. (10-22) shall be fulfilled. If this requirement is not met,reduce the installation torque T inst as required to fulfill therequirement.

N 95% ≤ min[F y; 0.8 N k,test ] (10-22)

where

N 95% = 95 percent fractile (90 percent confidence) of the induced tension force corresponding to1.3T inst ;

N k,test = characteristic tension capacity evaluatedfrom reference tension tests in low-strengthconcrete (Table 3.1, Test 1a; Table 3.2, Test1a; and Table 3.3, Test 1a), N; and

F y = Ase,N f ya for bolts with a defined yield stressand F y = Ase,N ⋅ 0.8 f uta for bolts without awell-defined yield stress, MPa.

10.8.2 It shall be permitted to satisfy the requirement of Eq. (10-22) using a calculated value for N 95% in accordancewith Eq. (10-23).

(10-23)

where k f is the friction factor of threads. The friction factorshall be taken as a lower-bound value. For normal threaded

rods without lubricants or friction-reducing coatings, k = 0.2may be assumed.

10.9—Assessment of behavior under crackcycling (7.15)

R10.9 Compare Fig. 7.1 to Fig. 8.1 in ACI 355.2. Unlike

expansion and undercut anchors, adhesive anchors do not

develop wedging forces in the crack during the conduct of

the crack movement test. As such, changes in the lower crack

width with increasing crack cycling are likely to be due to

other causes, for example, changes in the bond relationship

of the embedded reinforcement in the test specimen.

10.9.1 In each test in cracks whose opening width iscycled, the cumulative recorded anchor displacement shallnot exceed 2 mm following the initial 20 cycles of crack opening and closing, nor 3 mm following 1000 cycles.

10.9.2 If the anchor displacement exceeds these limitsduring the crack-cycling portion of the test, it shall bepermitted to increase the number of replicates. For a samplesize of 10 to 20 replicates, one of the tested anchors shall bepermitted to exhibit a maximum displacement of 3 mm afterthe initial 20 cycles and 4 mm after 1000 cycles. For samplesizes larger than 20, 5 percent of the tested anchors shall bepermitted to exhibit these increased displacements. If therequirements are not met, repeat the tests with a reduced

sustained load until the requirements are met and evaluate thereduction factor αρ in accordance with 10.4.7. For anchorsevaluated in accordance with Table 3.3, reduction of thesustained load is not permitted and anchors that fail to satisfythe displacement requirements of this section are not qualifiedfor use in cracked concrete in accordance with this standard.

10.9.3 The value of αreq for the residual tension capacityis 0.90.

10.9.3.1 For assessment under Table 3.3, the referencevalue for cracked concrete used to determine α shall be 0.25times the reference value in uncracked concrete, normalizedto 17 MPa.

N 95%

1.3T inst

k f d a-------------------=




10.10—Assessment of freezing-and-thawingbehavior (7.16)

10.10.1 The change in displacement as a function of timein the freezing-and-thawing tests (7.16) shall continuallydecrease with an increasing number of freezing-and-thawingcycles and shall approach zero.

10.10.2 If the requirement on displacement is not met,reduce the sustained load until the requirement is met and

evaluate the reduction factor αρ in accordance with 10.4.7.10.10.3 The value of αreq for the residual tension capacity

shall be 0.90.

10.11—Assessment of sustained load behavior(7.17)

R10.11 Equation (10-24) provides a conservative estimate

of anchor displacement over long periods of sustained

loading. The determination of the coefficients a and b is

sensitive to the number of data points evaluated and should

be approached with care.

10.11.1 The total displacement over the anchor intendedservice life, which includes the initial elastic displacementplus the creep displacement, is determined for each specimenby projecting a logarithmic trend line forward over theintended anchor service life. The trend line shall be determinedby calculating a least-squares fit through the data points usingEq. (10-24) and shall be constructed with data from the last20 days, with a minimum of 20 data points, of the creep test.

∆(t ) = ∆t =0 + at b (10-24)

where∆(t ) = total displacement recorded in the test at time

t , mm;

∆t =0 = initial displacement under sustained load, mm;t = time corresponding to the total recorded

displacement, in hours; and

a,b = constants evaluated by regression analysis.

10.11.2 Calculate the estimated displacement correspondingto the anchor intended service life for each test using Eq. (10-25).

∆service = ∆t =0 + a(t service)b (10-25)

where∆service = extrapolated estimate of the total displacement

over the anchor intended service life, mm;∆t =0 = initial displacement recorded under sustained

load, mm;t service = intended anchor service life, in hours, at 50 years

(standard temperature conditions) and 10 years(elevated temperature conditions); and

a,b = constants evaluated by regression analysis inaccordance with 10.11.1.

10.11.3 The mean values of the extrapolated estimates of the total displacement over the anchor intended service life∆service at standard temperature and at the long-term elevatedtemperature shall not exceed ∆lim, where ∆lim is the meandisplacement corresponding to loss of adhesion N adh foradhesive anchors (10.4.4, Fig. 10.1(a) through (d)) as

measured in the corresponding reference tests at standardtemperature or maximum long-term elevated temperature,respectively. It shall be permitted to omit the sustained loadtests at standard temperature, however, if the displacementsmeasured in the sustained load tests at long-term temperatureare extrapolated to 50 years and the mean value ∆service doesnot exceed ∆lim as defined in 10.11.3.

10.11.4 The calculated estimated displacement ∆service forany one test shall not exceed 1.2∆lim with ∆lim as defined in10.11.3.

10.11.5 If the requirement on displacement is not met,reduce the sustained load until the requirement is met andevaluate the reduction factor αρ,sust in accordance with 10.4.7.The applied sustained load shall not be less than 40 percent of N sust,lt as determined in accordance with Eq. (7-3).

10.11.6 The value of αreq for the residual tension capacityshall be 0.90.

10.12—Assessment of performance associatedwith installation direction (7.18)

R10.12 While many injectable adhesives are formulated as gels with a viscosity that is suitable to permit their use in

other than down-hole applications, the injection of adhesive

and positioning of the anchor element for orientations where

gravity works against the installation may require special

techniques and equipment. Temperature extremes can also

affect the installation process, whereby hotter ambient

temperatures will simultaneously decrease the adhesive

viscosity and accelerate the curing process and colder

temperatures will generally increase viscosity and retard

curing. The use of a clear polycarbonate tube to simulate

blind injection conditions, as shown in Fig. 10.2, can be

particularly effective for establishing the effectiveness of

installation procedures, especially for deeper holes.

10.12.1 When installed horizontally and overhead inaccordance with the MPII, the annular gap around the anchorelement shall remain completely filled with adhesive and theanchor element shall not displace downward more than d a /20or 2.5 mm during the cure time. Include the followingcriteria in the assessment:

1. The adequacy of the MPII for the installation orientationbeing evaluated.

2. For overhead installations, the adequacy of measures,as required, to prevent sag of the anchor element priorto adhesive cure (Fig. 10.2(a)).

3. For overhead and horizontal installations, the adequacyof measures, as required, to capture excess adhesiveduring installation of the anchor element, to protect theunbonded portion of the anchor element from adhesive,and to ensure that the annular gap around the anchorelement is completely filled with adhesive over thebonded length (Fig. 10.2(b) and (c)).

4. The adequacy of installation procedures to preventformation of gaps and/or trapped air in the adhesivealong bonded length of the anchor (Fig. 10.2(d)).

10.12.2 The value of αreq for the tension capacity shallbe 0.90.




10.12.3 Where testing and assessment to address sensitivityto installation direction in accordance with this standard isnot conducted, the product shall be limited to down-holeinstallation only and the product labeling will include thenotification shown in Fig. 7.2.

10.13—Assessment of performance at elevatedtemperature (8.5)

R10.13 The assessment for performance at the long- and

short-term elevated temperature permits a 20 percent decrease

in strength for the short-term event. Short-term elevated

temperatures are those associated with diurnal cycles or other

transient phenomena. Long-term elevated temperatures are

those that occur over extended periods of time.

10.13.1 Calculate αlt from the tension test results at thelong-term test temperature using Eq. (10-26).

(10-26)

10.13.2 Calculate αst from the tension test results at theshort-term test temperature using Eq. (10-27).

(10-27)

10.13.3 Omit comparison of the 5 percent fractile values if either of the following conditions is met:

• For both test series, the COV of the failure loads v ≤ 10%.

• The difference in the number of tests in each series ∆n

≤ 5 and the COV of the temperature test series is equalto or less than the COV of the reference test series.

10.13.4 Refer to Section 10.4.4 for requirements ondisplacement.

αlt min N lt

N o------

N k lt ,

N k o,

----------; 1.0≤=

αst min N st

0.8 N lt --------------

N k st ,

0.8 N k lt ,

------------------; 1.0≤=

10.14—Assessment of performance withdecreased installation temperature (8.6)

R10.14 A distinction is made for systems that are intended

for installation at 10°C or above and those intended for

installation at temperatures below 10°C. At low tempera-

tures, curing of the adhesive may be retarded to the degree

that the bond is developed in part through freezing of the

adhesive. This bond mechanism may not be reliable if the

concrete temperature should rise.

10.14.1 For anchors recommended for installation inconcrete temperatures below 10°C, the mean and the 5 percentfractile of the failure loads associated with the reducedtemperature installation shall equal or exceed the mean andthe 5 percent fractile of the corresponding reference tests.Alternatively, it shall be shown that the two data sets arestatistically equivalent.

10.14.1.1 Omit comparison of the 5 percent fractilevalues if either of the following conditions are met:• For both test series, the COV of the failure loads is v

≤ 10%.

• The difference in the number of tests in each series ∆n≤ 5 and the COV of the temperature test series is equalto or less than the COV of the reference test series.

10.14.2 For anchors recommended for installation inconcrete temperatures below 5°C, the conditions of 10.14.1shall be fulfilled. In addition, the displacement of the anchorunder sustained load just prior to tension testing to failureshall stabilize to the degree that an assessment can be madethat failure is unlikely to occur.

10.14.3 Retest anchors that do not fulfill the requirementsfor a given target temperature at a temperature at which therequirements are fulfilled. Report the temperature at whichthe requirements are fulfilled as the minimum concrete

temperature at the time of installation.

10.15—Assessment for cure time at standardtemperature (8.7)

R10.15 Manufacturers usually provide cure times for a

variety of temperatures, typically in the MPII. Tests for the

cure time at standard temperature represent a spot check of

the validity of the data provided by the manufacturer.

10.15.1 Assess the results of the tests for curing at standardtemperature in accordance with Eq. (10-28).

(10-28)

where N cure = mean tension capacity corresponding to the

manufacturer’s published minimum curetime, N;

N cure+24h = mean tension capacity corresponding to themanufacturer’s published minimum cure timeplus 24 hours, N;

N k,cure = characteristic tension capacity correspondingto the manufacturer’s published minimumcure time, N; and

min N cure

N cure+24h

--------------------- N k cure,

N k c ur e+24h,

-------------------------; 0.9≥

Fig. 10.2—Assessment criteria for evaluation of effectivenessof installation procedures for overhead installations.




N k,cure+24h= characteristic tension capacity correspondingto the manufacturer’s published minimumcure time plus 24 hours, N.

10.15.2 Omit comparison of the 5 percent fractile values if either of the following conditions is met.

• For both test series, the COV of the failure loads is v ≥10 percent; or

• The difference in the number of tests in each series is ∆n≤ 5 and the COV of the temperature test series is equal toor less than the COV of the reference test series.

10.15.3 If the conditions of Eq. (10-28) are not fulfilled,increase the cure time and repeat the test until Eq. (10-28) isfulfilled.

10.16—Assessment of durability requirement (8.8) R10.16 Durability is assessed on the basis of the mean of

the punch tests.

10.16.1 Requirement —Calculate the reduction factorαdur , lower of αalk , and αsulf , when punch tests areperformed, using Eq. (10-29).

(10-29)

where

τdur,i = mean bond stress corresponding to durabilitytests with test member i or concrete batch i

stored in different media calculatedaccording to Eq. (8-1); and

τo,i = mean reference bond stress corresponding todurability tests with test member i or concretebatch i calculated according to Eq. (8-1).

10.17—Assessment of performance in corner test(8.9)

10.17.1 The tension capacity of the anchor positioned inthe corner of a test member with edge distances cac andminimum member thickness hmin shall be statisticallyequivalent to the tension capacity from reference testsperformed away from the edges. Report the critical edgedistance cac and the corresponding minimum memberthickness in Table 11.1 or 11.2.

R10.17.1 Several combinations of critical edge distance

and member thickness may be reported, depending on the

extent of testing performed.

10.18—Assessment of performance in minimumspacing and edge distance test (8.10)

R10.18 Several combinations of minimum edge distance,

spacing, and member thickness may be reported, depending

on the extent of testing performed.

10.18.1 Requirement for torque tests— The 5 percent fractileof the maximum recorded torque calculated according to 10.3and normalized to f c = 17 MPa according to 10.23 shall be:

• Greater than the lesser of 1.7T inst and 1.0T inst + 135 N-mfor anchors to be designed assuming uncrackedconcrete conditions.

• Greater than the lesser of 1.3T inst and 1.0T inst + 40 N-mfor anchors that are qualified for cracked concrete andare to be designed assuming cracked concrete conditionswhere the crack width is restrained by reinforcement inthe concrete.

10.18.2 If these requirements are not met, determine cmin

and smin by either:

1. Holding cmin constant and increase smin until therequirements are fulfilled.

2. Holding smin constant and increase cmin until therequirements are fulfilled.

3. Increasingcmin and smin until the requirements are fulfilled.

10.18.3 Requirements for load tests—The concrete shallnot crack during anchor installation. The mean failure loadshall equal or exceed 90 percent of the expected load calcu-lated on the basis of the service-condition tests in uncrackedconcrete, taking into account the effects of reduced spacingand edge distances.

10.18.4 Report the minimum edge and spacing distances

and the associated minimum member thickness.

10.19—Assessment of performance under seismictension (8.12)

R10.19 The assignment of specific anchor bond strength

reductions corresponding to seismic loading may be made

for specific anchor diameters.

10.19.1 All anchors in a test series shall complete thesimulated seismic-tension load history specified in Table 8.2and Fig. 8.3. Failure of an anchor to develop the requiredtension resistance in any cycle prior to completing theloading history specified in Table 8.2 and Fig. 8.3 shall berecorded as an unsuccessful test. The mean residual capacity

of the anchors in the test series shall be equal to or greaterthan 160 percent of N eq as given in Eq. (8-2).

10.19.1.1 Successful completion of the cyclic loadinghistory and fulfillment of the residual tension capacityrequirement of this section shall be noted in Table 11.2.

10.19.1.2 If the anchor does not fulfill the aforemen-tioned requirements at N eq, it shall be permitted to conductthe test with reduced cyclic loads conforming to the loadinghistory specified in Table 8.2 and Fig. 8.3 whereby N eq,reduced , N i,reduced , and N m,reduced are substituted for N eq , N i , and N m , respectively. All anchors in a test series shallcomplete the simulated seismic-tension load history. Failure

of an anchor to develop the required tension resistance in anycycle prior to completing the loading history given in Table 8.2and Fig. 8.3 shall be recorded as an unsuccessful test. Themean residual capacity of the anchors in the test series in thetension test shall be at least 160 percent of the reduced peak load N eq,reduced . Report successful completion of thereduced cyclic loading history and fulfillment of the residualtension capacity requirement of this section together with thereduction factor α Neq as given by Eq. (10-30).

(10-30)

αdu r

minτd ur i,

0.95τo i,

----------------------- 1.0≤=

α N se is,

N eq reduced ,

N eq

---------------------------=




10.19.1.3 The reduction factor α N,seis shall be used to

determine τk,seis(cr,uncr ) in accordance with 10.4.5.5. Reportthese values in Table 11.2 for load combinations that includeseismic loading.

10.20—Assessment of performance under seismicshear (8.13)

R10.20 The assignment of specific anchor shear strength

reductions corresponding to seismic loading may be made

for specific anchor diameters.

10.20.1 All anchors in a test series shall complete thesimulated seismic-shear load history specified in Table 8.3and Fig. 8.4. Failure of an anchor to develop the requiredshear resistance in any cycle prior to completing the specified

loading history in Table 8.3 and Fig. 8.4 shall be recorded asan unsuccessful test. The mean residual capacity of theanchors in the test series shall be at least 160 percent of V eq,as given by Eq. (8-5) or (8-8).

10.20.1.1 Report successful completion of the cyclicloading history and fulfillment of the residual shear capacityrequirement of this section together with an anchor capacityV s,seis, equal to the characteristic value V st , determined fromthe static shear test results to be reported in Table 11.2 foruse in cases that include seismic loading.

10.20.1.2 If the anchor fails to fulfill the aforementionedrequirements at V eq, it shall be permitted to conduct the test

with reduced cyclic loads conforming to the loading historyspecified in Table 8.3 and Fig. 8.4 whereby V eq,reduced ,V i,reduced , and V m,reduced are substituted for V eq, V i, and V m,respectively. All anchors in a test series shall complete thesimulated seismic-shear load history. Failure of an anchor todevelop the required shear resistance in any cycle prior tocompleting the loading history given Table 8.3 and Fig. 8.4shall be recorded as an unsuccessful test. The mean residualcapacity of the anchors in the test series in the tension testshall be at least 160 percent of the reduced peak loadV eq,reduced . Report successful completion of the reducedcyclic loading history and fulfillment of the residual shearcapacity requirement of this section together with a reductionfactor αV,seis as given by Eq. (10-31).

(10-31)

10.20.2 The reduction factor αV,seis shall be used to determine

V s,seis in accordance with 10.6.3. Report this value in Table 11.2for load combinations that include seismic loads.

10.20.3 For a given anchor diameter, all embedmentdepths greater than the tested embedment depth shall bequalified at the value of V s determined in accordance with10.6. Use linear interpolation for the evaluation of V s forembedment depths between the tested embedment depths.

10.21—Establishment of hole-cleaning procedures R10.21 Hole-cleaning procedures are critical to the

performance of most adhesive anchor systems. It is therefore

critical that the hole-cleaning procedures used in the test

program correspond to those given in the MPII. The ITEA

should receive no supplemental instruction regarding theinstallation of the adhesive anchor system beyond what is

contained in the MPII. It is recognized that each laboratory

may have varying levels of experience with respect to anchor

installations. Nevertheless, the evaluation of the adhesive

anchor system should include a critical evaluation of the

effectiveness of the MPII as an instrument for ensuring

correct anchor installation and the MPII should be viewed

as a component of the adhesive anchor system, subject to

quality control requirements and specifically linked to the

test data generated as part of the qualification under this

standard.

10.21.1 Hole-cleaning procedures given in the MPII shallcorrespond to the procedures used in the test program. If no holecleaning is used in the testing program, it shall be permitted tospecify installation of the anchor without hole cleaning.

10.21.2 Report hole-cleaning procedures (refer to 7.5.3).

10.22—Establishment of on-site quality controland installation conditions

R10.22 Installation quality control is a critical component

in ensuring achievement of the predicted design strengths.

Two levels of quality control are provided.

10.22.1 For restrictions on installation conditions based onthe level of on-site quality control and reliability tests

αV seis,

V eq reduced ,

V eq

-------------------------=

Table 10.8—Limitations on installation conditionsfor adhesive anchors installed under continuousspecial inspection and an on-site proof loading

program*†‡

Installation conditions

permitted

Table 3.1, Table 3.2, or Table 3.3optional reliability tests performed

2c 2d 2g 2hInstallation in interior and exterior

locations shall be permitted — — — —

Installation in water-filled holesshall be permitted X — X —

Installation in submerged concreteshall be permitted

— X — X

*Refer to Chapter 13 for quality control requirements.†Refer to Table 10.9 for limitations.‡Omission of less severe tests is permitted in specific cases.

Table 10.7—Limitations on installation conditionsfor adhesive anchors installed under periodic

special inspection only*†

Installation conditions permitted

Table 3.1, Table 3.2, orTable 3.3 optional reliability

tests performed

2c 2d

Installation in interior and exterior

locations shall be permitted

— —

Installation in water-filled holes shallbe permitted X —

Installation in submerged concrete shallbe permitted

— X

*Refer to Chapter 13 for quality control requirements.†Refer to Table 10.9 for limitations of use.




performed, refer to Tables 10.7 and 10.8. For the determinationof the anchor category, refer to 10.4.6.

10.22.2 Report the required installation conditions.

10.23—Assessment based on installation andenvironmental conditions

10.23.1 For use restrictions based on installation conditionsand environmental tests performed within the anchor assessmentprogram, refer to Table 10.9. Report any use restrictions.

R10.23.1 The response of the adhesive anchor system to

other environmental aggressors may be assessed.

10.24—Assessment for fire exposure10.24.1 Assessment of resistance to fire exposure shall be

based on a recognized national standard for the testing and

assessment of structural components under fire conditions. R10.24.1 Anchor testing under fire exposure conditions

typically consists of placing a static weight on the anchor in

a burn chamber and measuring the time to failure for a

specific time-temperature curve. While standards have been

issued for the testing and assessment of anchors for exposure

to fire, little guidance exists for the use of the resulting

resistance values in design.

CHAPTER 11—DATA PRESENTATION11.1—General requirements

Report the following information.

11.1.1 Presentation of the anchor evaluation shall include

the reporting requirements of ASTM E488 and sufficientinformation for product identification, design, installation,and quality control.

11.2—Contents of the evaluation report R11.2 It is important that all of the restrictions on use and

special inspection requirements be included in the report, as

well as a true facsimile of the MPII used for the evaluation

program.

11.2.1 The report shall include, but not be limited to, thefollowing:

• Description of adhesive anchor system componentsincluding constituent materials and markings.

• The MPII as used in the testing and evaluation of theadhesive anchor system, reproduced in full.

• Special inspection requirements.

• Anchor performance data in accordance with 10.3.

• Limitations on installation conditions in accordancewith Table 10.7 or Table 10.8.

• Limitations on use based on environmental conditionsin accordance with Table 10.9.

• Service temperature range.

• Restrictions on use with respect to concrete cracking asfollows.

° This version applies where the anchor has beenqualified in accordance with Table 3.1. Anchors are

limited to installation in concrete that is uncrackedand may be expected to remain uncracked for theservice life of the anchor.

° This version applies where the anchor has beenqualified in accordance with Table 3.2 or Table 3.3.Anchors are permitted to be installed in concrete thatis cracked and may be expected to crack during theservice life of the anchor.

11.3—Data presentation R11.3 Tables 11.1 and 11.2 are intended to express one

option for conveying the results of the assessment in tabular

form. Other table configurations are permissible. The

adjustments on bond stress for temperature, environmental

exposure, and sustained tension loading may be expressed

by listing the adjusted bond stress or including a properly

designated factor. In the sample tables, the symbol κ is used

for this purpose.

11.3.1 Report the data required by ACI 355.4M in theformat shown in Table 11.1 or Table 11.2. The format may bemodified as appropriate provided that the basic intent of thecontent of these tables is met.

R11.3.1 The format provided is suggested. Other formats

are permissible.

Table 10.9—Limitations on use of adhesive anchors based on environmental conditions

Permitted use conditions

Reliability and service-condition tests performed


3 9a 9b 6 13a 13b 4 10a 10b

Applications limited to dry interior environments withoutaggressive atmospheric conditions — X — — X — — X —

Applications in interior or

exterior environments*

Without aggressive

atmospheric conditions† X X — X X — X X —

With aggressive

atmospheric conditions‡ X X X X X X X X X

* Use in exterior or aggressive exposure conditions is predicated on the appropriate steel type or coating.†Classification predicated on exposure to alkaline environment but no exposure to sulfuric atmosphere.‡ Classification predicated on exposure to alkaline environment and sulfuric atmosphere.




Table 11.1—Sample format for reporting adhesive anchor data for anchors qualified for use in uncrackedconcrete only

Anchor qualified per Table 3.1—Test program for evaluating adhesive anchor systems for use in uncracked concrete

Anchormanufacturer Anchor name*

Criteria andcode(s)

Symbol

Criteriasection ofreference

standard† Units‡ Anchor nominal diameters

Anchor outside diameter d a mm

Hole diameter d o mm

Installation torque§ T inst N-m

Maximum permissible torque|| T max N-m

Effective cross-sectional area of anchor element Ase mm2

Anchor bolt

Minimum specified yieldstrength

f y ASTM F606 MPa

Minimum specified ultimatestrength

f ut ASTM F606 MPa

Bolt steel elongation at break — ASTM F606 %

Bolt steel cross sectionreduction at break

— ASTM F606 %

Anchor sleeve

Minimum specified yieldstrength

f y,sl ASTM E8 MPa

Minimum specified ultimatestrength f ut,sl ASTM E8 MPa

Nominal steel tension strength of single anchor N s N

Strength reduction factor for tension steel fai luremodes φ —

Nominal steel shear strength of a single anchor V s N

Strength reduction factor for shear steel fai luremodes

φ —

Effective embedment depth(s) hef mm

Anchor category for continuous special inspection# — —

Anchor category for periodic special inspection — —

Characteristic limiting bond resistance in uncrackedconcrete

τk,uncr MPa

Adjustment for Temperature Category B κ temp B —

Adjustment for exposure to sulfur κ sulfur —

Adjustment for sustained tension loading κ sust —

Minimum member thickness hmin mm

Minimum anchor spacing smin mm

Minimum edge distance cmin mm

Critical edge distance cac mm

Special reporting requirements

*Trade name. For anchors distributed under multiple trade names, list all.†ASTM or ISO standards.‡Fractional units shown.§Manufacturer’s recommended torque as applicable for adhesive anchors.||Limit on torque as governed by bolt stress.#Includes proof load program.




CHAPTER 12—INDEPENDENT TESTING ANDEVALUATION AGENCY REQUIREMENTS

12.1—General requirementsThe testing and evaluation of anchors under ACI 355.4M

shall be performed or witnessed by an independent testing andevaluation agency (ITEA) or agencies accredited underISO/IEC 17025 by a recognized accreditation body conformingto the requirements of ISO/IEC 17011. In addition to these stan-dards, listing of the ITEA shall be predicated on documentedexperience in the testing and evaluation of anchors accordingto ASTM E488, ASTM E1512, and ACI 355.2, including

demonstrated competence to perform the tests described in

ACI 355.4M. The ITEA shall verify that all elements of the

test program and analysis are in compliance with ACI

355.4M and shall conduct or directly verify all procedures.

12.2—CertificationThe test reports and evaluation reports shall be certified by

a licensed design professional (or equivalent technical

competency where licensing provisions do not exist) and is

employed or retained by the ITEA.

Table 11.2—Sample format for reporting adhesive anchor data for anchors qualified for use in bothcracked and uncracked concrete

Anchor qualified per Table 3.2 or Table 3.3—Test program for evaluating adhesive anchor systems for use in cracked and uncracked concrete

Anchormanufacturer Anchor name*

Criteria andcode(s)

Symbol

Criteriasection ofreference

standard† Units‡ Anchor nominal diameters

Anchor outside diameter d a mm

Hole diameter d o mm

Installation torque§ T inst N-m

Maximum permissible torque|| T max N-m

Effective bolt tension area Ase mm2

Anchor bolt

Minimum specified yield strength f y ASTM F606 MPa

Minimum specified ultimate strength f ut ASTM F606 MPa

Bolt steel elongation at break — ASTM F606 %

Bolt steel cross section reduction at break — ASTM F606 %

Anchor sleeveMinimum specified yield strength f y,sl ASTM E8 MPa

Minimum specified ultimate strength f ut,sl ASTM E8 MPa

Nominal steel tension strength of single anchor N s N

Strength reduction factor for tension steel fai lure modes φ

Nominal steel shear strength of a single anchor V s N

Strength reduction factor for shear steel failure modes φ

Effective embedment depth(s) hef mm

Anchor category for continuous special inspection# — —

Anchor category for periodic special inspection — —

Characteristic limiting bond resistance in uncracked concrete τk,uncr MPa

Characteristic limiting bond resistance in cracked concrete τk,cr MPa

Adjustment for Temperature Category B κ temp B —

Adjustment for exposure to sulfur κ sulfur —

Adjustment for sustained tension loading κ sust —

Minimum member thickness hmin mm

Minimum anchor spacing smin mmMinimum edge distance cmin mm

Critical edge distance cac mm

Optional simulated seismic tests (Table 3.2 only)

Adjustment for seismic tension loading κ seismic —

Nominal strength of a single anchor for seismic shearloading

V k,seis N

Special reporting requirements

*Trade name. For anchors distributed under multiple trade names, list all.†ASTM or ISO standards.‡Fractional units shown.§Manufacturer’s recommended torque as applicable for adhesive anchors.||Limit on torque as governed by bolt stress.#Includes proof load program.




CHAPTER 13—QUALITY CONTROLREQUIREMENTS

13.1—Quality assurance programAnchors shall be manufactured under an approved quality

assurance program with follow-up inspections by an inspectionagency under ISO/IEC 17020 by a recognized accreditationbody conforming to the requirements of ISO/IEC 17011.

13.2—Quality control manuals13.2.1 For each product assessed in accordance with ACI

355.4M, include a quality control manual complying with anationally accredited criteria for quality control systems foreach manufacturing facility supplying anchors for themarketplace.

13.2.2 Inspections of the manufacturing facility shall beunannounced and shall be conducted quarterly.

13.3.3 Inspections shall assess conformance of ongoingproduction with the quality control manual on file.

13.3—Special inspection13.3.1 Special inspection shall be provided in accordance

with the building code and ACI 355.4M. For each type of anchoring system, the manufacturer shall submit inspectionprocedures to verify proper usage.

R13.3.1 Special inspection is defined in ACI 318M as a func-

tion performed by qualified special inspectors in the employ

of the owner or the owner’s agent. A distinction is made

between continuous special inspection and periodic special

inspection. In the context of anchor installation, continuous

special inspection is generally understood to mean that the

inspector is present for each anchor installation.

13.3.2 Continuous special inspection— Where required, aprogram for continuous special inspection shall conform tothe following additional requirements.

13.3.2.1 The special inspector shall observe all aspectsof the anchor installation with the exception of holes drilledin the absence of the special inspector, provided the specialinspector examines the drill bits used for the drilling andverifies the hole sizes.

13.3.2.2 As a minimum, verify the following items:1. Hole drilling method in accordance with the MPII.2. Anchor edge distance and spacing.3. Hole diameter and depth.4. Hole cleaning in accordance with the MPII.5. Anchor element type, material, diameter, and length.6. Adhesive identification and expiration date.7. Adhesive installation in accordance with the MPII.13.3.3 Periodic special inspection— Where required, a

program for periodic special inspection shall conform to thefollowing additional requirements. The special inspectorshall verify the initial installations of each type and size of adhesive anchor by construction personnel on site in accor-dance with 13.3.2.2. Subsequent installations of the sameanchor type and size by the same construction personnelshall be permitted to be performed in the absence of thespecial inspector. Any change in the anchor product beinginstalled or the personnel performing the installation shallrequire an initial inspection in accordance with 13.3.2.2. Forongoing installations over an extended period, the special

inspector shall make regular inspections to confirm correcthandling and installation of the product.

R13.3.3 Periodic special inspection refers to a more

intermittent form of inspection with special emphasis on the

initial installations.

13.3.4 Proof loading program— Where required, aprogram for on-site proof loading, that is, proof loading

program, to be conducted as part of the special inspection shallbe established by the engineer or design professional of recordand shall conform to the following minimum requirements.

1. Frequency of proof loading based on anchor type,diameter, and embedment.

2. Proof loads by anchor type, diameter, embedment, andlocation.

3. Acceptable displacements at proof load.4. Remedial action in the event of failure to achieve proof

load or excessive displacement.Unless otherwise directed by the engineer or design

professional of record, proof loads shall be applied asconfined tension tests (4.7.3.2). Proof load levels shall not

exceed the lesser of 50 percent of the expected peak loadbased on adhesive bond strength or 80 percent of the anchoryield strength. Maintain the proof load at the required loadlevel for a minimum of 10 seconds.

R13.3.4 Proof loading programs are traditionally

included in the contract documents to enhance the quality

control for safety-related anchor installations. Significant

latitude is given to the engineer of record in determining the

parameters of the proof load program, which will depend in

large part on the type, size, and quantity of anchors being

installed.

CHAPTER 14—REFERENCES14.1—Referenced standards and reports

The standards and reports listed below were the latesteditions at the time this document was prepared. Becausethese documents are revised frequently, the reader is advisedto contact the proper sponsoring group if it is desired to referto the latest version.

American Concrete Institute

318M Building Code Requirements for StructuralConcrete and Commentary

355.2 Qualification of Post-Installed MechanicalAnchors in Concrete and Commentary

American National Standards Institute

B212.15-94 American National Standard for CuttingTools—Carbide-Tipped Masonry Drills andBlanks for Carbide-Tipped Masonry Drills

ASTM International

A193/A193M Standard Specification for Alloy Steel andStainless Steel Bolting for High Temperatureor High Pressure Service and Other SpecialPurpose Applications

C31/C31M Standard Practice for Making and CuringConcrete Test Specimens in the Field





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· Technical committees that produce consensus reports, guides, specifications, and codes.

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· Formal coordination with several international concrete related societies.

· Periodicals: the ACI Structural Journal and the ACI Materials Journal , and Concrete International .

Benefits of membership include a subscription to Concrete International and to an ACI Journal. ACImembers receive discounts of up to 40% on all ACI products and services, including documents, seminarsand convention registration fees.

As a member of ACI, you join thousands of practitioners and professionals worldwide who share acommitment to maintain the highest industry standards for concrete technology, construction, andpractices. In addition, ACI chapters provide opportunities for interaction of professionals and practitionersat a local level.

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U.S.A.

Phone: 248-848-3700

Fax: 248-848-3701

www.concrete.org





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was founded in 1904 as a nonprofit membership organization dedicated to publicservice and representing the user interest in the field of concrete. ACI gathers anddistributes information on the improvement of design, construction andmaintenance of concrete products and structures. The work of ACI is conducted byindividual ACI members and through volunteer committees composed of both

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Qualification of Post-Installed Adhesive Anchors

in Concrete (ACI 355.4M-11) and Commentary



Documents

ACI 355.4M-11 - Qualification of Post-Installed Adhesive Anchors in Concrete and Commentary (Metric)