en iso 22477-5 testing of anchorages dpc

8/10/2019 En ISO 22477-5 Testing of Anchorages DPC

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a

Date: 24 December 2009

Origin: International

Latest date for receipt of comments: 31 March 2010 Project no.: 2004/02489

Responsible committee: B/526/3 Site investigation and ground testing

Interested committees:

Title: Draft ENISO 22477-5 Geotechnical investigation and testing - Testing of geotechnical structures -

Part 5: Testing of anchorages

Supersession information: If this document is published as a standard, the UK implementation of it will supersede

NONE and partially supersede. NONE If you are aware of a current national standard which may be affected,please notify the secretary (contact details below).

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DRAFT INTERNATIONAL STANDARD ISO/DIS 22477-5

ISO/TC 182/SC 1 Secretariat: DIN

Voting begins on Voting terminates on

2009-12-17 2010-05-17

INTERNATIONAL ORGANIZATION FOR STANDARDIZATION • МЕЖДУНАРОДНАЯ ОРГАНИЗАЦИЯ ПО СТАНДАРТИЗАЦИИ • ORGANISATION INTERNATIONALE DE NORMALISATION

Geotechnical investigation and testing — Testing of geotechnicalstructures —

Part 5:Testing of anchorages

Reconnaissance et essais géotechniques — Essais de structures géotechniques —

Partie 5: Essai du tirant d'ancrage

ICS 93.020

ISO CEN PARALLEL PROCESSING

This draft has been developed within the European Committee for Standardization (CEN), andprocessed under the CEN-lead mode of collaboration as defined in the Vienna Agreement.

This draft is hereby submitted to the ISO member bodies and to the CEN member bodies for a parallelfive-month enquiry.

Should this draft be accepted, a final draft, established on the basis of comments received, will besubmitted to a parallel two-month approval vote in ISO and formal vote in CEN.

In accordance with the provisions of Council Resolution 15/1993 this document is circulatedin the English language only.

Conformément aux dispositions de la Résolution du Conseil 15/1993, ce document estdistribué en version anglaise seulement.

To expedite distribution, this document is circulated as received from the committeesecretariat. ISO Central Secretariat work of editing and text composition will be undertaken atpublication stage.

Pour accélérer la distribution, le présent document est distribué tel qu'il est parvenu dusecrétariat du comité. Le travail de rédaction et de composition de texte sera effectué auSecrétariat central de l'ISO au stade de publication.

THIS DOCUMENT IS A DRAFT CIRCULATED FOR COMMENT AND APPROVAL. IT IS THEREFORE SUBJECT TO CHANGE AND MAY NOT BE REFERRED TO

AS AN INTERNATIONAL STANDARD UNTIL PUBLISHED AS SUCH.

IN ADDITION TO THEIR EVALUATION AS BEING ACCEPTABLE FOR INDUSTRIAL, TECHNOLOGICAL, COMMERCIAL AND USER PURPOSES, DRAFT

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RECIPIENTS OF THIS DRAFT ARE INVITED TO SUBMIT, WITH THEIR COMMENTS, NOTIFICATION OF ANY RELEVANT PATENT RIGHTS OF WHICH THEY

ARE AWARE AND TO PROVIDE SUPPORTING DOCUMENTATION.

© International Organization for Standardization, 2009



ISO/DIS 22477-5

ii © ISO 2009 – All rights reserved

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ISO/DIS 22477-5

© ISO 2009 – All rights reserved iii

Contents Page

Foreword ........................................................................................................................................................... vi i

Introduction ...................................................................................................................................................... viii

1 Scope ...................................................................................................................................................... 1

2 Normative references ............................................................................................................................ 1

3 Terms, definit ions and symbols .......................................................................................................... 2

3.1 Terms and definit ions ........................................................................................................................... 2

3.2 Symbols .................................................................................................................................................. 2

4 Equipment .............................................................................................................................................. 4

4.1 Test loading set-up ................................................................................................................................ 4 4.2 Reaction system .................................................................................................................................... 5

4.3 Loading device ...................................................................................................................................... 5

4.4 Load measurement ................................................................................................................................ 6

4.5 Displacement measurement ................................................................................................................. 6

4.6 Time and temperature measurement .................................................................................................. 6

5 Test procedures ..................................................................................................................................... 7

5.1 General ................................................................................................................................................... 7

5.2 Method 1: Cyclic tension test with disp lacement measurement at peak load ................................ 7

5.3 Method 2: Cyclic tension test with loss of load measurement at peak load ................................... 7

5.4 Method 3: Step-loaded maintained tension test ................................................................................ 7

6 Test report .............................................................................................................................................. 7

6.1 Investigation and suitabil ity tests ........................................................................................................ 7

6.2 Acceptance test ..................................................................................................................................... 8

Annex A (normative) Test Procedure: Method 1 .......................................................................................... 10

A.1 Investigation test procedure .............................................................................................................. 10

A.1.1 Test anchors ........................................................................................................................................ 10

A.1.2 Time period between installation and testing .................................................................................. 10

A.1.3 Test execution ..................................................................................................................................... 11

A.1.4 Test results .......................................................................................................................................... 14

A.2 Suitabil ity test procedure ................................................................................................................... 14

A.2.1 General ................................................................................................................................................. 14

A.2.2 Test anchor .......................................................................................................................................... 14


A.2.4 Test execution ..................................................................................................................................... 14 A.2.5 Test results .......................................................................................................................................... 17

A.3 Acceptance test procedure ................................................................................................................ 17

A.3.1 General ................................................................................................................................................. 17


A.3.3 Test execution ..................................................................................................................................... 17

A.3.4 Test results .......................................................................................................................................... 19

Annex B (informative) Examples of test reports : Method 1 ........................................................................ 20

B.1 Investigation test ................................................................................................................................. 21

B.2 Suitabil ity test ...................................................................................................................................... 22

B.3 Acceptance test ................................................................................................................................... 23

Annex C (normative) Test procedure: Method 2 .......................................................................................... 24

C.1 Investigation test procedure .............................................................................................................. 24 C.1.1 General ................................................................................................................................................. 24

C.1.2 Test anchors ........................................................................................................................................ 24



ISO/DIS 22477-5

iv © ISO 2009 – All rights reserved

C.1.3 Time period between installation and test ing ...................................................................................25

C.1.4 Test execut ion ......................................................................................................................................25

C.1.5 Test results ...........................................................................................................................................27

C.2 Suitabil ity test procedure ....................................................................................................................27

C.2.1 General ..................................................................................................................................................27

C.2.2 Test anchor ...........................................................................................................................................27 C.2.3 Time period between installation and loading ..................................................................................28

C.2.4 Test execut ion ......................................................................................................................................28

C.2.5 Test results ...........................................................................................................................................30

C.3 Acceptance test procedure .................................................................................................................30

C.3.1 General ..................................................................................................................................................30

C.3.2 Time between installation and test ing ...............................................................................................31

C.3.3 Test execut ion ......................................................................................................................................31

C.3.4 Test results ...........................................................................................................................................33

Annex D (informative) Examples of test reports : Method 2 ........................................................................34

D.1 Invest igation test .................................................................................................................................35

D.2 Suitabil ity test ......................................................................................................................................36

D.3 Acceptance test ...................................................................................................................................37

Annex E (normative) Test procedure: Method 3 ...........................................................................................38

E.1 Invest igation test procedure ...............................................................................................................38

E.1.1 General ..................................................................................................................................................38

E.1.2 Test anchors ........................................................................................................................................38

E.1.3 Time period between installation and test ing ...................................................................................39

E.1.4 Test execut ion ......................................................................................................................................39

E.1.5 Test resul ts ...........................................................................................................................................41

E.2 Suitabil ity test procedure ....................................................................................................................41

E.2.1 General ..................................................................................................................................................41

E.2.2 Test anchor ...........................................................................................................................................41


E.2.4 Test execut ion ......................................................................................................................................42

E.2.5 Test resul ts ...........................................................................................................................................44

E.3 Acceptance test procedure .................................................................................................................44

E.3.1 General ..................................................................................................................................................44


E.3.3 Test execut ion ......................................................................................................................................45

E.3.4 Test resul ts ...........................................................................................................................................47

Annex F (informative) Examples of test reports : Method 3.........................................................................49

F.1 Invest igation test .................................................................................................................................50

F.2 Suitabil ity test ......................................................................................................................................51

F.3 Acceptance test ...................................................................................................................................52

Annex G (informative) Guidance on al lowable α1 (Method 1) and test interpretation ..............................53

G.1 Determination of α

..............................................................................................................................53

G.2 Suitabil ity test ......................................................................................................................................54

G.3 Acceptance test ...................................................................................................................................54

Annex H (informative) Guidance on allowable ki and on test interpretation: Method 2 ...........................56

H.1 Permissible cumulative loss of load k l ..............................................................................................56

H.1.1 Investigation test .................................................................................................................................56

H.1.2 Suitabil ity test ......................................................................................................................................56

H.1.3 Acceptance test ...................................................................................................................................56

H.2 Determination of the anchor critical resistance Rc ..........................................................................56

H.3 Determination of the anchor pull out resistance Ra .........................................................................57

Annex I (informative) Guidance on allowable α3 and test interpretation: Method 3 ................................59

I.1 Determination of α3

..............................................................................................................................59

I.1.1 Allowable value ofα

3 for suitabil ity tests ..........................................................................................59

I.1.2 Allowable value of α3 for acceptance tests .......................................................................................60

I.2 Determination of the crit ical creep load Pc .......................................................................................60



ISO/DIS 22477-5

© ISO 2009 – All rights reserved v

I.3 Determination of anchor pull out resistance Ra ............................................................................... 61

Annex J (informative) Evaluation of the apparent tendon free length ....................................................... 63

J.1 General ................................................................................................................................................. 63

J.2 Determination of fric tion resistance .................................................................................................. 63

J.3 Tolerances ............................................................................................................................................ 64

Figures

Figure 1 — Sketch of a ground anchor (details of anchor head and head protection omitted) ........................... 4

Figure 2 — Test loading set-up (example for an investigation test) ..................................................................... 5

Figure A.1 — Loading procedure – Investigation test method 1 ........................................................................ 12

Figure A.2 — Plot of increase of displacements vs. number of cycles .............................................................. 13

Figure A.3 — Loading procedure – Suitability test method 1 ............................................................................. 15

Figure A.4 — Loading procedure – Acceptance test method 1 ......................................................................... 18

Figure B.1 — Cyclic tension test (Method 1) – Example of investigation test report ......................................... 21

Figure B.2 — Cyclic tension test (Method 1) – Example of suitability test report .............................................. 22

Figure B.3 — Cyclic tension test (Method 1) – Example of acceptance test report ........................................... 23

Figure C.1 — Loading procedure – Investigation test method 2 ........................................................................ 26

Figure C.2 — Loading procedure – Suitability test method 2 (permanent anchorage) ...................................... 29

Figure C.3 — Loading procedure – Acceptance test method 2 (permanent anchorages) ................................ 32

Figure D.1 — Cyclic tension test (Method 2) – Example of investigation test report ......................................... 35

Figure D.2 — Cyclic tension test (Method 2) – Example of suitability test report .............................................. 36

Figure D.3 — Cyclic tension test (Method 2) – Example of acceptance test report ........................................... 37

Figure E.1 — Loading procedure – Investigation test method 3 ........................................................................ 40

Figure E.2 — Loading procedure – Suitability test method 3 ............................................................................ 43

Figure E.3 — Loading procedure – Acceptance test method 3 ......................................................................... 46

Figure F.1 — Maintained tension test (Method 3) – Example of investigation test report ................................. 50

Figure F.2 — Maintained tension test (Method 3) – Example of suitability test report ....................................... 51

Figure F.3 — Maintained tension test (Method 3) – Example of acceptance test report ................................... 52

Figure G.1 — Time displacement plot for calculation the creep ratio α 1 ............................................................ 53

Figure H.1 — Determination of the anchor critical resistance – Investigation test ............................................. 57

Figure H.2 — Determination of the anchor pull out resistance – Investigation test ........................................... 58

Figure I.1 — Determination of the slope of the stabilization curve at constant load .......................................... 59



ISO/DIS 22477-5

vi © ISO 2009 – All rights reserved

Figure I.2 — Determination of the anchor critical resistance – Investigation test.............................................. 61

Figure I.3 — Determination of the anchor pull out resistance – Investigation test – Method 3 ......................... 62

Figure J.1 — Estimate of elastic stiffness where there is significant friction ..................................................... 64

Tables

Table A.1 — Loading procedure – Investigation test method 1 ........................................................................ 12

Table A.2 — Loading procedure – Suitability test method 1 ............................................................................. 16

Table A.3— Loading procedure – Acceptance test method 1 ........................................................................... 18

Table C.1 — Loading procedure – Investigation test method 2 ........................................................................ 26

Table C.2 — Loading procedure – Suitability test method 2 ............................................................................. 29

Table C.3 — Loading procedure – Acceptance test method 2 .......................................................................... 32

Table E.1 — Loading procedure – Investigation test method 3 ........................................................................ 40

Table E.2 — Loading procedure – Suitability test method 3 ............................................................................. 43

Table E.3 — Loading procedure without cycle – Acceptance test method 3 .................................................... 46

Table E.4 — Loading procedure with cycle – Acceptance test method 3 ......................................................... 46

Table G.1 — Suitability tests: observation times on allowable displacements or creep ratios at proof load P p 54

Table G.2 — Observation times and permissible displacements and creep ratios at the proof load P p ofacceptance tests ......................................................................................................................................... 55

Table H.1 — Permissible cumulative loss of load k l .......................................................................................... 56



ISO/DIS 22477-5

© ISO 2009 – All rights reserved vii

Foreword

ISO (the International Organization for Standardization) is a worldwide federation of national standards bodies(ISO member bodies). The work of preparing International Standards is normally carried out through ISOtechnical committees. Each member body interested in a subject for which a technical committee has beenestablished has the right to be represented on that committee. International organizations, governmental andnon-governmental, in liaison with ISO, also take part in the work. ISO collaborates closely with theInternational Electrotechnical Commission (IEC) on all matters of electrotechnical standardization.

International Standards are drafted in accordance with the rules given in the ISO/IEC Directives, Part 2.

The main task of technical committees is to prepare International Standards. Draft International Standardsadopted by the technical committees are circulated to the member bodies for voting. Publication as an

International Standard requires approval by at least 75 % of the member bodies casting a vote.

Attention is drawn to the possibility that some of the elements of this document may be the subject of patentrights. ISO shall not be held responsible for identifying any or all such patent rights.

ISO 22477-5 was prepared by the European Committee for Standardization (CEN) Technical CommitteeCEN/TC 341, Geotechnical investigation and testing , in collaboration with Technical Committee ISO/TC 182,Geotechnics, Subcommittee SC 01, Geotechnical testing , in accordance with the Agreement on technicalcooperation between ISO and CEN (Vienna Agreement).

ISO 22477 consists of the following parts, under preparation, under the general title Geotechnical investigationand testing — Testing of geotechnical structures:

⎯ Part 1: Pile load test by static axially loaded compression

⎯ Part 2: Pile load test by static axially loaded tension

⎯ Part 3: Pile load test by static transversally loaded tension

⎯ Part 4: Pile load test by dynamic axially loaded compression test

⎯ Part 5: Testing of anchorages

⎯ Part 6: Testing of nailing

⎯ Part 7: Testing of reinforced fill



ISO/DIS 22477-5

viii © ISO 2009 – All rights reserved

Introduction

Various in-situ tests may be carried out on ground anchors (Investigation test, Suitability test, Acceptance test)and different stressing procedures may be followed (method 1: cyclic tension test with displacementmeasurement at peak load; method 2: cyclic tension test with loss of load measurement at peak load; method3: step-loaded maintained tension test) up to a proof tension or up to the ultimate soil-anchor resistance.

The present document concerns method 1, method 2 and method 3.



DRAFT INTERNATIONAL STANDARD ISO/DIS 22477-5

© ISO 2009 – All rights reserved 1

1 Scope

(1) This Standard establishes specifications for the execution of tension load tests where an anchor groutedin the ground, as defined in EN 1997-1, is loaded by step (method 3) or in incremental cycles (methods 1 and2) from a datum load to a maximum test load. The displacement of the anchor head is measured over a periodof time at each step (method 3) or at maximum load in each incremental cycle (method 1). The loss of load is

measured over a period of time, at maximum load after lock off, in each incremental cycle (method 2).

(2) This standard provides specifications for three types of tension tests: investigation tests, suitability testsand acceptance tests. These tests are defined by EN 1997-1 as:

- tests aimed at estimating the pull-out resistance (investigation tests),

NOTE 1 From these tests, other information, such as the critical creep load, may be obtained.

- tests aimed at checking the suitability of the execution method in the actual conditions of the constructionsite (suitability tests),

NOTE 2 Normally this test is done on a working anchor with a proof load equal to that used for acceptance test. If higher

load is applied, this test must be considered as an investigation test and the anchor cannot be used as working anchor.

- Tests aimed at checking that each anchor will resist at least the design load (acceptance tests).

(3) For the different types of tests only one method shall be used in each project. The method must beprescribed in the project specifications.

(4) The standard provides specifications for the experimental devices, the measurement apparatus, the testprocedures, the definition and the presentation of the test results and the content of records.

(5) Guidance is given on the determination of the measured value of the pull out resistance Ra of an anchor onthe basis of investigation tests and for checking of the displacement behaviour of an anchor on the basis ofsuitability tests and acceptance tests.

(6) This standard shall be used in conjunction with EN 1997-1 and EN 1537.

2 Normative references

The following referenced documents are indispensable for the application of this document. For datedreferences, only the edition cited applies. For undated references, the latest edition of the referenceddocument (including any amendments) applies.

EN 1537, Execution of special geotechnical works – Ground anchors

EN 1997-1, Eurocode 7: Geotechnical design – Part 1: General rules

EN 1993 or EN 1992, for rules for tension of pre-stress steel.

Geotechnical investigation and testing — Testing of geotechnicalstructures —

Part 5:

Testing of anchorages



ISO/DIS 22477-5

2 © ISO 2009 – All rights reserved

3 Terms, definitions and symbols

3.1 Terms and definitions

For the purposes of this document, the terms and definitions given in EN 1997-1 and EN 1537 and thefollowing apply.

3.1.1preliminary anchoranchor which is installed before the commencement of the anchoring works for the purpose of establishing thesuitability of the chosen type of anchors and for confirming its design, dimensions and tension resistance.

3.1.2working anchoranchor that is part of a structure

3.1.3

estimated anchor pull out resistanceultimate resistance of the ground-anchor interaction determined on the basis of comparable experience ornumerical calculation before the test

3.1.4anchor pull-out resistancelimit pull out force of an anchor

3.1.5critical creep load

load corresponding to the end of the first pseudo linear part of the “ α versus load diagram”

3.1.6

anchor tendon resistanceultimate structural resistance of an anchor tendon.

3.2 Symbols

At Cross sectional area of anchor tendon

E t Elastic apparent modulus of anchor tendon

f Friction loss as a percentage of Pp

k l Load loss

Lapp Apparent tendon free length

Le External length of tendon measured at Pa from the tendon anchorage in the anchor head to theanchorage point in the stressing jack

Lfixed Fixed anchor length

Lfree Free anchor length

Lt Tendon length

Ltb Tendon bond length

Ltf Tendon free length



ISO/DIS 22477-5


P Load on an anchor

P a Datum load

P c Critical creep load

P o Anchor lock-off load

P p Proof load

P u Anchor ultimate load determined in an Investigation test

R a Anchor pull-out resistance

R e Estimated anchor pull-out resistance

s Anchor head displacement

so Anchor head displacement under datum load P a

t Time from application of load increment or load lock-off

α 1 Slope of “creep displacement vs. decimal logarithm of time” plot from method 1

α 3 Slope of “creep displacement vs. decimal logarithm of time” plot from method 3

∆P Difference between proof load and anchor datum load

∆P f Friction loss

∆s Measured extension of anchor tendon under load increment ∆P



ISO/DIS 22477-5


Key

1 Anchorage point at jack during stressing

2 Anchorage point at anchor head in service

3 Bearing plate

4 Load transfer block

5 Structural element

6 Soil/rock

7 Borehole

8 Debonding sleeve

9 Tendon

10 Grout body

Figure 1 — Sketch of a ground anchor (details of anchor head and head protection omitted)

4 Equipment

4.1 Test loading set-up

(1) The test loading set-up comprises of a stressing device, displacement and load monitoring devices, areaction system, associated locking nuts, extension pieces and packing, etc.

NOTE An example of an investigation test loading set-up is given in Figure 2. Where possible it is better to measure

the load between the loading device and the bearing plate to avoid the determination of the friction in the jack.

(2) The test loading system shall be designed to operate safely up to the maximum test load (proof load Pp).



ISO/DIS 22477-5


5

3

1

2

4

6

Key

1 Displacement monitoring

2 Load monitoring

3 Stressing device

4 Reaction system

5 Tendon

6 Hydraulic system

Figure 2 — Test loading set-up (example for an investigation test)

4.2 Reaction system

(1) The reaction system shall be designed to have a structural resistance at least equal to the maximum testload (P p), according to the relevant EN standards.

(2) The reaction system should be designed to avoid excessive deformation at the maximum test load. Insome cases (for example anchored sheet-pile walls) this is not possible due to soil conditions or stagedconstruction. In that case extra measurements should be performed to determine the displacement of thestructure itself during testing.

(3) The reaction system should be designed so as not to affect the test results, nor to impose loads in excess

of the safe bearing capacity of the retaining structure.

4.3 Loading device

(1) The stressing device, normally a hydraulically operated jack, shall have a capacity at least equal to themaximum test load.

(2) The extension of the jack should be sufficient to avoid reseating during the test.

(3) The extension of the jack should be greater than the sum of the displacement of the anchor head underthe maximum load and the displacement of the reaction system. In cases where a single jack cannot providethe necessary extension, such as for very long anchors, special equipment (e.g. multiple jacks) shall be used.



ISO/DIS 22477-5


(4) The equipment (hydraulic jack, pumping unit, etc.) shall be capable of safely tensioning the tendonsmoothly and axially, in accordance with the test procedure. The load shall not be applied or released quickerthan 10 kN per second (see Annexes A, C and E test procedures).

(5) Stressing equipment for bar and strand tendons should tension the complete tendon as a single unit.

(6) Stressing equipment which tensions individual strands not simultaneously should be provided with or besupplemented by measuring devices which establish the total load in the multiple strands at any time duringtesting. Alternatively accurate lift-off checks should be undertaken.

4.4 Load measurement

(1) The load P shall be measured with an appropriate device.

(2) The load may be measured either indirectly (e.g. by means of a calibrated pressure gauge, monitoring thehydraulic pressure in the stressing device) or directly (e.g. by the use of a load cell).

(3) The allowable minimum accuracy of the measured load shall be the larger values of:

⎯ 2 % of the measured value or 10 kN, for methods 1 and 3;

⎯ 0,5 % of the measured value or 5 kN, for method 2.

Where relevant, the calibration test shall include the stressing device.

(4) Pressure gauges and load cells used to measure the load shall be calibrated within 1 year before carryingout the test. The calibration certificates shall be made available for inspection on site at all times.

4.5 Displacement measurement

(1) The displacements of the tendon head shall be measured with an appropriate device. The support for thedisplacement gauges shall be remote from the stressing device and reaction system and be sufficiently rigidso as not to be influenced by climatic effects, or background vibrations.

(2) The measurement accuracy on the displacement shall be the larger values of 0,1 mm or 1 % of themeasured value.

(3) The displacement gauges used shall be calibrated within 1 year before carrying out the test.

(4) Displacement gauges should be capable of monitoring the extension of the anchor head, throughout thetest, without the need for reseating.

(5) Where relevant, for example when the reaction system cannot be designed to avoid excessive deformation,the displacement of the reaction system should also be measured with an appropriate device, throughout thetest.

4.6 Time and temperature measurement

(1) The accuracy of the measured time shall be equal or less than 1 s.

(2) The accuracy of the measured temperature shall equal or be less than 1 °C.



ISO/DIS 22477-5


5 Test procedures

5.1 General

For the different types of tests only one method shall be used in each project. The method must be chosen inthe project specifications.

NOTE In some countries the use of a particular method is compulsory.

5.2 Method 1: Cyclic tension test with displacement measurement at peak load

The test procedure for Method 1 shall be carried out according to Annex A. Examples of investigation,suitability and acceptance test reports are given in Annex B.

5.3 Method 2: Cyclic tension test with loss of load measurement at peak load

The test procedure for Method 2 shall be carried out according to Annex C. Examples of investigation,suitability and acceptance test reports are given in Annex D.

5.4 Method 3: Step-loaded maintained tension test

The test procedure for Method 3 shall be carried out according to Annex E. Examples of investigation,suitability and acceptance test reports are given in Annex F.

6 Test report

6.1 Investigation and suitability tests

(1) The test report shall at least include:

a) reference to all relevant standards;

b) the following specifications concerning the test anchor:

1) location and type of anchor;

2) date of installation;

3) observations related to the installation of the anchor, likely to have an influence on the test results;

4) geometrical data of the anchor and mechanical properties of the anchor material;

5) level of its top, its base and of the ground around it;

6) estimated anchor resistance from calculations.

c) the following factors concerning soil conditions:

1) location of the closest geotechnical investigation profiles;

2) reference to the site investigation report.

d) the following factors concerning the anchor test:

1) reference of the organisation which has carried out the test;



ISO/DIS 22477-5


2) date of the test;

3) value of the prescribed maximum load;

4) characteristics of the loading system;

5) description of all monitoring systems and their components;

6) sketch of the instrumentation of the test anchor;

7) observations related to the execution of the test, likely to have an influence on the results.

e) if relevant, the following test results based on collected data:

1) plot of “anchor head displacement versus anchor load” at the end of each load step;

2) plot of “anchor head displacement versus time” for each load step;

3) plot of “α1 or α3 versus anchor load”;

4) anchor critical resistance Rc;

5) anchor pull-out resistance Ra;

6) plot of “load-loss versus time” for each load step and after lock-off;

7) plot of “kl versus anchor load”;

8) plot of “elastic and plastic displacements versus anchor load”;

9) plot of “increase of displacements versus number of cycles”.

NOTE Examples of a test report are given in Annexes B.1, D.1 and F.1 for the investigation test and in Annexes B.2,D.2 and F.2 for the suitability test.

(2) Tables of numerical values of the collected data shall be provided in the Annexes of the test report.

6.2 Acceptance test

(1) The test report shall at least include:

a) reference to all relevant standards;

b) the following specifications concerning the test anchor:

1) location and type of anchor;

2) date of installation;

3) observations related to the installation of the anchor, likely to have an influence on the test results;

4) geometrical data of the anchor and mechanical properties of the anchor material;

5) level of its top, its base and of the ground around it;

c) the following factors concerning the anchor test:

1) reference of the organisation which has carried out the test;



ISO/DIS 22477-5


2) date of the test;

3) value of the prescribed maximum load;

d) if relevant, the following test results based on collected data :

1) plot of “anchor head displacement versus anchor load”;

2) plot of “anchor head displacement versus time” at the proof load;

3) anchor head displacement at the proof load;

4) α 1 or α 3 value at the proof load;

5) plot of “load-loss versus time” for each load step and after lock-off;

6) plot of “k l versus anchor load”;

7) apparent tendon free length.

NOTE Examples of test report are given in Annexes B.3, D.3 and F.3.



ISO/DIS 22477-5


Annex A(normative)

Test Procedure: Method 1

A.1 Invest igat ion test procedure

(1) An investigation test according to method 1 is a test in which an axial load is applied incrementally in atleast six cycles to a ground anchor up to a proof load P p, which is designed to reach failure of the soil-anchorbond or interface. At the maximum load of each cycle the load is maintained constant during a specifiedperiod of time. The test involves measurement of tendon head displacement versus applied load and, for eachload step, measurement of tendon head displacement versus time.

A.1.1 Test anchors

(1) Investigation tests shall be carried out on anchors which are not part of an actual structure, installed priorto the installation of working anchors.

A.1.1.1 Test location

(1) Soil conditions at the test location shall be representative for the soil conditions of working anchors.

(2) The results of the site investigation shall be considered when selecting a test anchor location.

A.1.1.2 Execution

(1) Test anchors shall be representative of working anchors.

(2) Test anchors shall be installed using the same installation procedures as working anchors.

(3) The method used for the installation of test anchors shall be fully documented.

NOTE Records should be made of relevant aspects of the installation including: installation procedure, soil andhydro-geological conditions and if applicable, results of the tests and checks carried out on the anchor material and anydifficulties encountered during execution.

(4) Test anchors should have the same inclination as working anchors.

(5) The anchor bond length of a test anchor should be representative of the anchor bond length of a workinganchor.

(6) Test anchors with a shorter bond length than working anchors may be considered, provided that this lengthis not less than 5 m.

(7) Test anchors and any extension pieces required for testing shall be designed to satisfy the condition on theload being lower than the yield load of the material (EN1992, EN1993 or standards for other materials, whererelevant).

A.1.2 Time period between instal lat ion and test ing

(1) Between the installation of test anchors and the beginning of the test, adequate time shall be allowed toensure that the required strength of the anchor material is achieved.



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NOTE Depending on the materials used, this usually takes one week.

A.1.3 Test execution

A.1.3.1 Test preparat ion

(1) Prior to commencement of the test, the preparation shall at least include:

a) installation of measurement devices and checking its normal and safe functioning;

b) establishing a perimeter of safety around the test anchor;

c) installation of the stressing system and checking its normal and safe functioning (e.g. it shall be checkedthat the stressing device is in the axis of the test anchor).

(2) The displacement reference system shall be located in such a way that it is not affected by anydisplacement of the reaction system and it shall be protected against climatic effects.

A.1.3.2 Maximum test load

(1) The maximum test load P p shall be defined prior to the test in accordance with EN 1997-1.

A.1.3.3 Datum load

(1) A datum load P a shall be applied to minimise movement of the anchor test set-up on initial loading. Usually,

this datum load is taken equal to the minimum load between 50 kN and 10% of P p.

A.1.3.4 Loading procedure

The anchor should be loaded from the datum load P a to the maximum test load in a minimum of six cycles.The maximum load for each cycle is specified in Figure A.1 and Table A.1. In each cycle, the maximum loadshall be reached in stages. The loading stages shall be P a - 0,40 Pp – 0,55 P p - 0,70 P p - 0,80 P p 0,90 P p and1,00 P p, as shown in Figure A.1. The displacements of the outer end of the anchor shall be registered at eachloading stage. The minimum observation times shall be 1 minute, except for the maximum load of each cycle,which shall be kept constant at minimum during the observation times indicated in Table A.1.

Subsequently, the anchor shall be unloaded to the datum load using the same loading stages. Theobservation times for unloading stages shall be 1 minute. The observation times for loading stages reached

for the first time shall be extended if the creep ratio α 1 cannot be clearly determined.

NOTE Guidance on the determination of α 1 is given in the informative Annex G.



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0

10

20

30

40

50

60

70

80

90

100

0 60 120 180 240

Time [min]

P e r c e n t a g e

P p

Figure A.1 — Loading procedure – Investigation test method 1

Table A.1 — Loading procedure – Investigation test method 1

Cycle Maximum load Minimum observation time (min) at maximum loadNon cohesive soil and rock Cohesive soil

1 0,40 Pp 15 15

2 0,55 Pp 15 15

3 0,70 Pp 30 60

4 0,80 Pp 30 60

5 0,90 Pp 30 60

6 1,00 Pp 60 180

The measured pull-out resistance R a of an anchor is reached when the creep ratio α1 exceeds the value of 2,0mm. The characteristic pull-out resistance R ak is defined as the smallest value R a, registered for one of thetested anchors.

In cases where the creep ratio α1 does not exceed 2,0 mm during the test, the characteristic measured pulloutresistance R ak shall be defined as the maximum test load.

A.1.3.5 Measurement and checks

(1) Prior to commencement of the test, it shall be ensured that external sources do not bring importantdisturbances to measurement and normal functioning of the measurement equipment shall be checked.

(2) The following measurement procedure shall be followed for performing Investigation tests:

a) if necessary, after application of the datum load P a , the initial displacement so shall be recorded;

b) during the stressing stage, at each load step, if necessary, the load and the anchor head-displacement

shall at least be recorded at the successive monitoring times (in minutes) as indicated below:

1→2→3→4→5→7→10→15→20→30→45→60→90→120→150→180.



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NOTE Where relevant (e.g extended observation) the control of the load and of the anchor head-displacementshould be performed with a periodicity less than the successive monitoring times indicated above.

c) during the de-stressing stage, the load and the anchor head-displacement shall be recorded at least atthe end of each step.

d) where relevant, the displacement of the reaction system shall be recorded at least at the end of each loadstep.

(3) At the highest load of each cycle, the value of α 1 shall be checked.

(4) At each load step, the stressing and reaction devices shall be visually inspected in order to detect anydegradation.

(5) At each load step, the stability of the installation shall be ensured.

(6) Group effects. Tests on anchor groups are required in cases where centre line distances of grout bodies ofanchors with characteristic load P k > 700 kN are less than 1,5 m. For this case, simultaneous suitability testing

is to be carried out on three adjacent anchors.

(7) Oscillating loads. A test with oscillating loads should be carried out on permanent anchors subsequent tosuitability testing if these anchors- are subjected to oscillating loads exceeding the lock-off load and- the fixed anchor lengths are in ground critical to alternating loads (e.g. saturated fine sands).

Example: such situation can exist, e.g. for the uplift anchorages of sluices in cases where the anchors are notlocked-off to the total working load.

For the test, the anchor shall be subjected 20 times to oscillating load cycles between an upper load of P k anda lower load of 0,5 P k. The displacements shall be registered at least after each fifth cycle. Subsequently, theanchor shall be unloaded to the initial load P a and the permanent displacements resulting from the oscillatingload cycles shall be determined.

The displacements per cycle should decrease with the number of cycles, both at the upper and the lowerloads. The curve displacement vs. number of cycles should asymptotically approach a horizontal line (Figure A.2). The result of the oscillating test shall be approved by the client’s technical representative.

number of cycles [n]

lower load Pk

upper load Pk

i n c r e a s e o f d i s p l a c e m e n t s [ m m ]

Figure A.2 — Plot of increase of displacements vs. number of cycles



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A.1.4 Test resul ts

(1) Based on the collected data, at least the following relationships shall be plotted:

⎯ plot of “anchor head displacement versus anchor load” at the end of each load step;

⎯ plot of “anchor head displacement versus time” at the highest load of each cycle;

⎯ plot of “α1 versus anchor load”;

⎯ plot of “anchor head displacement versus load cycles” (if necessary).

(2) Based on the collected data, at least the following parameters shall be determined:

⎯ measured anchor pull-out resistance Ra (Informative Annex I);

⎯ calculated tendon apparent free length Lapp (Informative Annex J).

A.2 Suitab il it y test procedure

A.2.1 General

(1) A suitability test according to method 1 is a test in which an axial load is applied incrementally in at leastfive cycles to a ground anchor up to a proof load Pp to confirm that a particular anchor design will be adequatein particular ground conditions. At the maximum load of each cycle the load is maintained constant during aspecified period. The test involves measurement of tendon head displacement versus applied load and, foreach load step, measurement of tendon head displacement versus time.

A.2.2 Test anchor

(1) Suitability tests may be performed on working anchors.

A.2.2.1 Execution

(1) The method used for the installation of the test anchor shall be fully documented.

NOTE Records should be made of relevant aspects of the installation including: installation procedure, soil- andhydro-geological conditions and if applicable, results of the tests and checks carried out on the anchor material and anydifficulties encountered during execution.





A.2.4 Test execut ion


(1) Prior to commencement of the test, the preparation shall at least include :



ISO/DIS 22477-5


a) installation of measurement devices and checking their normal and safe functioning;


c) installation of the stressing system and checking its normal and safe functioning (e.g. it shall be checked

that the stressing device is in the axis of the test anchor).


A.2.4.2 Proof load

(1) The proof load Pp shall be defined prior to the test in accordance with EN 1997-1.

A.2.4.3 Datum Load

(1) A datum load Pa shall be applied to minimise movement of the anchor test set-up on initial loading. Usually,



(1) The loading procedure shown in Figure A.3 and Table A.2 should be followed for conducting suitabilitytests. Each anchor should be loaded to proof load within a minimum of five cycles.

(2) The load shall not be applied or released quicker than 10 kN per second .

(3) A loading stage may be stopped when α1 becomes larger than 2 mm.

NOTE Guidance on the determination of the slope α1 is given in the informative Annex G.

0

10

20

30

40

50

60

70

80

90

100

0 60 120 180 240

Time (min)

L o

a d ( % P

) p

Figure A.3 — Loading procedure – Suitability test method 1



ISO/DIS 22477-5


Table A.2 — Loading procedure – Suitability test method 1

Cycle Maximum load

Minimum observation time (min) at maximum load

Temporary anchor Permanent anchor

Non cohesive

soil and rock

Cohesive soil Non cohesive

soil and rock

Cohesive soil

1 0,40 Pp 1 1 15 15

2 0,55 Pp 1 1 15 15

3 0,70 Pp 5 5 30 60

4 0,85 Pp 5 5 30 60

5 1,00 Pp 30 60 60 180



(2) The following measurement procedure shall be followed for performing suitability tests:

The displacements of the outer end of the anchor shall be registered at each loading stage. After a loadingstage is reached for the first time, the load shall be kept constant at minimum for the observation timesindicated in Table A.2 and shall stepwise be reduced to the initial load Pa. Subsequently, load shall beincreased stepwise to the maximum load of the next loading cycles.

The observation time at unloading stages is 1 minute. During the observation time, the load shall be keptconstant and the displacements shall be registered (e.g. at 1, 2, 3, 5, 10, 15, 20, 30, 45, 60 min.) and beplotted in semi-logarithmic scale (see Figure G.2).

The observation times indicated in Table A.2 shall be extended if one of the following applies:

a) increase of displacements ∆s ≥ 0,5 mm for

− temporary anchors in non-cohesive soils and rock: between 10 and 30 minutes,

− temporary anchors in cohesive soils: between 20 and 60 minutes,

− permanent anchors in non-cohesive soils and rock: between 20 and 60 minutes,

− permanent anchors in cohesive soils: between 60 and 180 minutes,

or

b) the slope of the plot “logarithm of time vs. displacement” (see Figure G.2) increases.

For cases a) and b), the observation times shall be extended until the creep ratio derived from a linear part atthe end of the curve time vs. displacement can be determined clearly.

For permanent anchors, the observation time inclusive of any extension shall be minimum 120 minutes in non-cohesive soils or rock and minimum 720 minutes in cohesive soils, respectively.

(3) At the highest load of each cycle, the value of α1 shall be checked.



(6) Group effects: if necessary see A.1.4.5 (6)

(7) Oscillating loads: if necessary see A.1.4.5 (7)



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A.2.5 Test resul ts

A.2.5.1 General

(1) Based on the collected data, at least the following relationships shall be graphed:

⎯ plot of “anchor head displacement versus anchor load” at the end of each load cycle;

⎯ plot of “anchor head displacement versus time” at the maximum load of each cycle;

⎯ plot of “α1 versus anchor load”;

⎯ plot of “displacement versus load” for all cycles.

(2) Based on the collected data, at least the following parameters shall be determined:

⎯ anchor head displacement at the proof load;

⎯ α1 value at the proof load;

⎯ calculated tendon apparent free length Lapp (Informative Annex J).

A.3 Acceptance test procedure

A.3.1 General

(1) An acceptance test according to method 1 is a test in which an axial load is applied incrementally in atleast 5 steps to a ground anchor up to a proof load Pp to confirm that a particular anchor meets the design

requirements. At the maximum load of the cycle the load is maintained constant during a specified period. Thetest involves measurement of tendon head displacement versus applied load and, for each load step,measurement of tendon head displacement versus time.

NOTE Acceptance tests are compulsory for all grouted anchors




A.3.3 Test execution





c) installation of the stressing system and checking its normal and safe functioning (e.g. it shall be checked

that the stressing device is in the axis of the test anchor).




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A.3.3.2 Proof load

(1) The proof load P p shall be defined prior to the test in accordance with EN 1997-1.

A.3.3.3 Datum Load

(1) A datum load P a shall be applied to minimise movement of the anchor test set-up on initial loading. Usually,



(1) From the initial load P a, the anchors shall be loaded stepwise up to the proof load (Figure A.4) and besubsequently unloaded to the initial load P p. The observation times at each loading step are indicated in Table A.3. The displacement of the outer end of the anchor shall be registered for each loading step.


(3) At proof load, the value of α 1 shall be checked.

(4) For pre-stressed anchors, where there is significant friction in the free tendon length, a partial cycle may beperformed to determine the no-friction curve to be able to calculate the apparent tendon free length moreaccurately (see also A.3.3.5).

0

10

20

30

40

50

60

70

80

90

100

0 5 10 15 20 25

Time (min)

L o a d ( % P

p )

Figure A.4 — Loading procedure – Acceptance test method 1

Table A.3— Loading procedure – Acceptance test method 1

Loadstep

Maximum loadMinimum observation time (min) at maximum load

Non cohesive soil and rock Cohesive soil

1 0,40 Pp 1 1

2 0,55 Pp 1 1

3 0,70 Pp 1 1

4 0,85 Pp 1 16 1,00 Pp 5 15



ISO/DIS 22477-5




(2) The following measurement procedure shall be followed for performing acceptance tests:

a) The proof load shall be kept for at least for 5 minutes for anchors in non-cohesive soils and rock or atleast for 15 minutes in cohesive soils, respectively. The displacements and their variations shall be recordedduring this time, e.g. after 1, 2, 3, 5, 10 and 15 minutes. The minimum observation times (Table A.3) shall beextended if the displacements exceed the permissible values. Then the observation time shall be prolonged

until the creep ratio α1 can be determined clearly.

b) where relevant, the displacement of the reaction system shall be recorded at least at the end of each loadstep.

(3) At proof load, the value of α1 shall be checked.



A.3.4 Test resul ts


⎯ plot of “anchor head displacement versus anchor load”;

⎯ plot of “anchor head displacement versus time” at the proof load.

(2) Based on the collected data, at least the following characteristics shall be determined:


⎯ α1 value at proof load.

(3) The apparent tendon free length should be calculated (informative Annex J).



ISO/DIS 22477-5


Annex B(informative)

Examples of test reports: Method 1



ISO/DIS 22477-5


B.1 Investigation test

METHOD 1 – CYCLIC ANCHOR TEST INVESTIGATION TEST

Organism : Site : Reference : D xxxxxTENDON CHARACTERISTICS

Tendon free length Ltf (m) :

Tendon bond length Ltb (m) :

Extension length Le (m) :

Inclination β (deg) :

Section At (cm2) :

Modulus Et (MPa) :

BOND CHARACTERISTICS

Anchor length Lfixed (m) :

Tool diameter A (cm

2

) :

Location reference : xxxxx Installation : xx/xx/xxxx

β

Le

Ltf

Ltb

P

TEST MEASUREMENT

CYCLE NUMBER 0 1 2 3 4 5 6

LOAD (kN) F a or %P P F a 40 F a 55 F a 70 F a 80 F a 90 F a 100 F a

s (mm) t = 1 minute

s (mm) t = 5 minutes - - - - - - -

s (mm) t = 15 minutes - - - - - - -

α1 (mm) - - - - - - -

Date of the test : Operators :

Observations :

0

10

20

30

40

50

60

70

80

90

100

0 60 120 180

Time (min)

L o a d ( % P p

)

240

0

25

50

75

100

125

150

1 10 100

s ( m m )

Time (min)

0

25

50

75

100

125

150

0 20 40 60 80 100

s ( m m )

Load (% of Pp)

Pa Pu

0

1

2

3

4

5

60

α 1

( m m )

Load (% of Pp) Pa

80 1000 20 40

TEST RESULTS

Anchor pull out resistance: Ra (kN) = Pu = Calculated tendon apparent free length: Lapp =

Figure B.1 — Cyclic tension test (Method 1) – Example of investigation test report



ISO/DIS 22477-5


B.2 Suitability test

METHOD 1 – CYCLIC ANCHOR TEST SUITABILITY TEST

Organism : Site : Reference : D xxxxx

TENDON CHARACTERISTICSTendon free length Ltf (m) :




Section At (cm2) :

Modulus Et (MPa) :



Tool diameter A (cm2) :


β

Le

Ltf

Ltb

P

TEST MEASUREMENTCYCLE NUMBER 0 1 2 3 4 5 -

LOAD (kN) Pa or %Pp P a 40 P a 55 P a 70 P a 85 P a 100 P a - -

s (mm) t = 1 minute - -

s (mm) t = 5 minutes - - - - - - - -

s (mm) t = 15 minutes or … - - - - - - - -

α1 (mm) - - - - - - - -


Observations :

0

10

20

30

40

50

60

70

80

90

100

0 60 120 180 240

Time (min)

L o a d ( % P

) p

0

25

50

75

100

125

150

1 10 100Time (min)

s ( m m )

0

25

50

75

100

125

0 20 40 60 80 100

Load (% of Pp)

Pa

150

s ( m m )

0

1

2

3

4

5

60

α 1

( m m )

Load (% of Pp) Pa

80 1000 20 40

Pp

max α1

α1Pp (mm)

TEST RESULTS

Anchor head displacement at Pp : sp (mm) = α1 value at Pp : α1Pp (mm) =

Calculated tendon apparent free length: Lapp =

Figure B.2 — Cyclic tension test (Method 1) – Example of suitability test report



ISO/DIS 22477-5


B.3 Acceptance test

METHOD 1 – CYCLIC ANCHOR TEST ACCEPTANCE TEST






Section At (cm2) :

Modulus Et (MPa) :





β

Le

Ltf

Ltb

P

TEST MEASUREMENTLOAD STEP NUMBER 0 1 1 2 3 4

LOAD (kN) Pa or %Pp Pa 40 55 70 85 100 - - - - - -

s (mm) t = 1 minute - - - - - -

s (mm) t = 5 minutes - - - - - - - - - - -

α1 (mm) - - - - - - - - - - -


Observations :

0

10

20

30

40

50

60

70

80

90

100

0 5 10 15 20 25

Time (min)

L o a d ( % P p

)

0

25

50

75

100

125

150

1 10

D i s p l a c e m e n t ( m

m )

Time (min)

Load step 4

0

25

50

75

100

125

0 40 60 80 100

Load (% of Pp)

20

s ( m m ) a t P p

TEST RESULTS

Anchor head displacement at Pp : sp (mm) = α1 value at Pp : α1Sp (mm) =

Calculated tendon apparent free length: Lapp =

Figure B.3 — Cyclic tension test (Method 1) – Example of acceptance test report



ISO/DIS 22477-5


Annex C(normative)

Test procedure: Method 2

C.1 Investigation test procedure

C.1.1 General

(1) An investigation test according to method 2 is a test in which an axial load is applied incrementally in atleast seven cycles to a ground anchor up to a proof load Pp, which is determined to check the resistance ofthe interaction soil-anchor or the quality and safety of the design in relation to ground conditions. At thehighest load of each cycle, the anchor head displacement relative to the structure is held constant. The testinvolves measurement of load loss, after lock-off, during a specified period (the anchor head is fixed against aload cell or an inactive jack).

C.1.2 Test anchors


C.1.2.1 Test location

(1) Soil conditions at the test location shall be representative for the soil conditions of working anchors.


C.1.2.2 Execution




(3bis) Records should be made of relevant aspects of the installation including: installation procedure, soil andhydro-geological conditions and if applicable, results of the tests and checks carried out on the anchor

material and any difficulties encountered during execution.



(6) Test anchors with a shorter bond length as working anchors may be considered, provided that this lengthis not less than 5 m.




ISO/DIS 22477-5


C.1.3 Time period between installation and testing



C.1.4 Test execution

C.1.4.1 Test preparation




c) installation of the stressing system and checking its normal and safe functioning (e.g. it shall bechecked that the stressing device is in the axis of the test anchor).


C.1.4.2 Maximum test load

(1) The maximum test load Pp shall be defined prior to the test.

C.1.4.3 Datum Load

(1) A datum load Pa shall be applied to minimise movement of the anchor test set-up on initial loading. Usually,this datum load is taken equal to the minimum load between 50 kN and 10% of P p.

C.1.4.4 Loading procedure

(1) The loading procedure shown in Figure C.1 and Table C.1 should be followed for conducting Investigationtests. Where appropriate, the final load cycle should be repeated to provide a measured check on load-displacement behaviour and reproducibility.

(2) For ground conditions where previous anchoring knowledge is available, it is allowed to load theanchorage up to 70%Pp in the first cycle and to increase the load increment to 15%Pp (10 – 25 – 40 – 55 - 70 – 50 – 25 – 10 %Pp). The load steps for 2

nd and 3

rd cycles may be adjusted to 10 – 44 – 62,5 – 75 – 87,5 –

100 – 62,5 – 44 %Pp.

(3) At PP, after 5000 min observation period (3 days), if the cumulative load loss, after allowing for temperature,structural movements and relaxation of the tendon, exceeds the allowable value or if the load loss has notattained a constant value, the test should be extended by monitoring at 7 days interval for a period up to 30days or until the load becomes constant.

NOTE Guidance on the permissible cumulative loss of load kl is given in the informative Annex H (Table H1).

(4) If the determination of the anchor pull out resistance is needed, the load cycling of the ground anchorshould be continued, when possible, after PP, to determine the anchor pull out load Pu.




ISO/DIS 22477-5


0 10

20

30

40

50

60

70 80

90 100

0 Time [min]

Load [% P P]

15 min

15 min 15 min

15 min 15 min

5000 or 15000 or 50000 min

15 min

Figure C.1 — Loading procedure – Investigation test method 2

Table C.1 — Loading procedure – Investigation test method 2

Load levels %Pp Minimum period of

observation in minutes

Test method 2

Cycle1

Cycle2

Cycle3

Cycle4

Cycle5

Cycle6

Cycles7 and 8

10 10 10 10 10 10 10 125 37,5 50 62,5 75 81,5 1

17,5 31 44 56 69 81 94 125 37,5 50 62,5 75 87,5 100 15

17,5 25 37,5 50 50 62,5 62,5 112,5 17,5 25 25 37,5 37,5 1

10 10 10 10 10 10 10 1

NOTE It is recommended that load-displacement results should be plotted as the test proceeds. In this

way it should be possible to observe trends and, in particular, the yield of the fixed anchor as failure

approaches.

C.1.4.5 Measurement and checks


(2) The following measurement procedure shall be followed for performing investigation tests:

a) if necessary, after application of the datum load Pa , the initial displacement so shall be recorded;



ISO/DIS 22477-5


b) during the stressing stage, at the highest load of each cycle and after lock-off, the value of the load loss kl at the anchor head shall at least be recorded at the following times (in minutes), depending on theduration of the load application :

0→5→15→50→150→1500 (1 day) →5000 (3 days) →15000 (10 days)

NOTE Where relevant (e.g extended observation) the control of the load loss should be performed with a periodicityless than the successive monitoring times indicated above.

c) where relevant, the displacement of the reaction system shall be recorded at least at the end of each loadstep.

(3) Load-time data should be monitored commencing at loads not greater than 70% Pp.

(4) At the highest load of each cycle, the value of k l shall be checked, according to table H.1 (Annex H).

NOTE Guidance on the permissible cumulative loss of load kl is given in the informative Annex H (Table H.1).



C.1.5 Test results

(1) Based on the collected data, at least the following relationships shall be graphed::

⎯ plot of “load-loss versus time” at the highest load of each cycle after lock-off;

⎯ plot of “kl versus anchor load” .

(2) Based on the collected data, at least the following characteristic shall be determined, where relevant:

⎯ anchor pull-out resistance Ra.

NOTE Guidance on the determination of Ra is given in the informative Annex H.

C.2 Suitabili ty test procedure

C.2.1 General

(1) A suitability test according to method 2 is a test in which an axial load is applied incrementally in at leastthree cycles to a ground anchor up to a proof load Pp to confirm that a particular anchor design will be adequatein particular ground conditions. At the highest load of each cycle, the anchor head displacement relative to thestructure is held constant. The test involves measurement of load loss, after lock-off, during a specified period.

C.2.2 Test anchor


C.2.2.1 Execution


NOTE Records should be made of relevant aspects of the installation including: installation procedure, soil- andhydro-geological conditions and if applicable, results of the tests and checks carried out on the anchor material and anydifficulties encountered during execution.



ISO/DIS 22477-5



C.2.3 Time period between installation and loading










C.2.4.2 Proof load

(1) The proof load Pp shall be defined prior to the test.

C.2.4.3 Datum Load

(1) A datum load Pa shall be applied to minimise movement of the anchor test set-up on initial loading. Usually,

this datum load is taken equal to the minimum load between 50 kN and 10% of Pp.


(1) The loading procedure shown in Figure C.2 and Table C.2 should be followed for conducting suitabilitytests.

(2) If the proof load has been reduced by more than 5% during the 15 min, after allowing for any temperaturechanges and movements of the anchored structure, then the anchorage should be subjected to two furtherproof load cycles and the behaviour recorded. If the 5% criterion is exceeded in either cycle, then the proofload should be reduced to a value at which compliance with this clause may be achieved.

(3) On completion of the third load cycle, the load should be increased to 73% P p (permanent anchorage) or88%Pp (temporary anchors) and locked-off. The load should be reread immediately after lock-off to establishthe initial residual load. This moment represents zero time for monitoring the load-displacement-timebehaviour for 10 days. If the load has not attained a constant value after allowing for temperature, structuralmovements and relaxation of the tendon, the test should be extended by monitoring at 7 days interval for aperiod up to 30 days or until the load becomes constant. .





ISO/DIS 22477-5


(5) As an alternative to the procedure defined in clauses (1) and (2), the proof load can be maintained by jacking and the anchor head displacement monitored after 15 min. If the creep displacement is more than 5%

∆e, where ∆e is the displacement equivalent to the amount of tendon shortening caused by a prestress load of1% of the initial residual load

0

10

20

30

40

50

60

70

80

90

100

0 Time [min]

Load [% of PP] 5000 mi n or 15000 min15 min

100 00

Figure C.2 — Loading procedure – Suitability test method 2 (permanent anchorage)

Table C.2 — Loading procedure – Suitability test method 2


observation in minutesTest method 2

Temporary anchorages Permanent anchorages

Cycle 1* Cycle 2 and 3 Cycle 1* Cycle 2 and 3

10 10 10 10 14080

1008040

4080

1008040

3366

1006633

3366

1006633

11

1511

10 10 10 10 1

* For this load cycle, there is no pause other than necessary for the recording ofdisplacement data.NOTE The load levels are defined as percentages of a proof load assumed to be 1,25 times the

working load for temporary anchorages and 1,5 times the working load for permanent anchorages.





ISO/DIS 22477-5


(2) The following measurement procedure shall be followed for performing suitability tests:


b) during the stressing stage, the displacement should be recorded at the beginning and end of each period;

c) at the highest load of each cycle, if necessary, and after lock-off, the value of the load loss kl at theanchor head shall at least be recorded at the following times (in minutes), depending on the duration ofthe load application:

0→5→15→50→150→500→1500 (1 day) →5000 (3 days) →15000 (10 days)


d) where relevant, the displacement of the reaction system shall be recorded at least at the end of each loadstep.

(3) At the highest load of each cycle, the value of kl shall be checked.

NOTE Guidance on the permissible cumulative loss of load kl is given in the informative Annex H Table H1.



(6) As an alternative to the above measurement procedure, displacement-time data may be monitoredcommencing at the final load (73%Pp for a permanent anchorage) for a period of 10 days. If the displacementhas not reached a constant value after allowing for temperature, structural movements and creep of tendon,the test should be extended by monitoring at 7 days interval, for a period up to 30 days or until thedisplacement becomes constant.

C.2.5 Test results


⎯ plot of “load-loss versus time” at the highest load of each cycle after lock-off.



⎯ kl value at the proof load and after lock-off.

NOTE If necessary, the pull out anchor resistances shall be determined (see also C.1.5).

C.3 Acceptance test procedure

C.3.1 General

(1) An acceptance test according to method 2 is a test in which an axial load is applied incrementally in 2cycles to a ground anchor up to a proof load Pp to confirm that a particular anchor meets the designrequirements. At the highest load of each cycle, the anchor head displacement relative to the structure is held

constant. The test involves measurement of load loss, after lock-off, during a specified period.

NOTE Acceptance tests are compulsory for all grouted anchors (EN 1997-1).



ISO/DIS 22477-5


C.3.2 Time between installation and testing










C.3.3.2 Proof load


C.3.3.3 Datum Load

(1) A datum load Pa shall be applied to minimise movement of the anchor test set-up on initial loading.


(1) The loading procedure shown in Figure C.3 and Table C.3 should be followed for conducting acceptancetests.

(2) On completion of the second load cycle, the load should be increased to 73% Pp (permanent anchorage)or 88%Pp (temporary anchors) and locked-off. The load should be reread immediately after lock-off toestablish the initial residual load. This moment represents zero time for monitoring the load-displacement-timebehaviour for 10 days. If the rate of load loss is higher than 1%, after allowing for temperature, structuralmovements and relaxation of the tendon, the test may be extended by taking readings at observations periodsup to 10 days.



(4) For pre-stressed anchors, where there is significant friction in the free tendon length, a partial cycle may beperformed to determine the no-friction curve to be able to calculate the apparent tendon free length moreaccurately (see also C.3.3.5).

(5) Restressing or constant load methods may be used to monitor the displacement at the initial residual load.



ISO/DIS 22477-5


0

10

20

30

40

50

60

70

80

90

100

0 Time [min]

Load [% of P P] 5000 mi n or 15000 min 15 min

100 200

Figure C.3 — Loading procedure – Acceptance test method 2 (permanent anchorages)

Table C.3 — Loading procedure – Acceptance test method 2


observation in minutesTest method 2

Temporary anchorage Permanent anchorage

Cycle 1* Cycle 2 Cycle 1* Cycle 2

10 10 10 10 140801008040

40801008040

3366

1006633

33661006633

111511

10 10 10 10 1

* For this load cycle, there is no pause other than necessary for the recording of displacement data.NOTE: The load levels are defined as percentages of a proof load assumed to be 1,25 times the working load for

temporary anchorages and 1,5 times the working load for permanent anchorages.



(2) The following measurement procedure shall be followed for performing acceptance tests:




ISO/DIS 22477-5


b) during the stressing stage, at the highest load of each cycle and after lock-off, the value of the load loss kl at the anchor head shall at least be recorded at the following times (in minutes) depending on theduration of the load application:

0→5→15→50→150→500→1500


c) where relevant, the displacement of the reaction system shall be recorded at least at the end of each loadstep.

(3) At the highest load of each cycle, the value of kl shall be checked.

NOTE Guidance on the permissible cumulative loss of load kl is given in the informative Annex H (Table H.1).



C.3.4 Test results


⎯ plot of “load-loss versus time” at the highest load of each cycle and after lock-off.;



⎯ kl value at the proof load and after lock-off.

(3) The apparent tendon free length should be calculated (Informative Annex J).



ISO/DIS 22477-5


Annex D(informative)




ISO/DIS 22477-5


D.1 Investigation test

METHOD 2 – CYCLIC ANCHOR TEST INVESTIGATION TEST






Section At (cm2) :

Modulus Et (MPa) :



Tool diameter A (cm

2

) :


β

Le

Ltf

Ltb

P

TEST MEASUREMENT

CYCLE NUMBER 0 1 2 3 4 5 6 7 8

Lock-off load (kN)

kl (kN) t = 5 minutes -


kl (kN) t = 5000 minutes - - - - - - -

% of P P 10 25 37,5 50 62,5 75 87,5 100 100


Observations :

0

10

20

30

40

50

60

70 80 90

100

0 Time[min]

Load [%P P]

15min

15min 15min

15min

15min

5000or 15000 or 50000 min

15 min

0

10

20

30

40

50

60

70 80 90

100

0 Time[min]

Load [%P P]

15min

15min 15min

15min

15min

5000or 15000 or 50000 min

15 min

0

2

4

6

8

10

12

14

16

18

20

1 10 100 1000 10000

Cumulative loss of load kl (%)

Time (min)

Pp

0

2,5

5

7,5

10

12,5

15

17,5

20

0 1 2 3 4 5 6 7 8 9 10

s (mm)

Period Number


Allowable

Pp

TEST RESULTS

Cumulative loss of load at Pp for 7 time periods - kl (% Pp) :

Figure D.1 — Cyclic tension test (Method 2) – Example of investigation test report

0

0,5

1

1,5

2

2,5

3

3,5

4

4,5

5

5,5

6

0 20 40 60 80 100

kl

(% Pp) for a 2 time periods

Load (% PP )P

a

cP

u



ISO/DIS 22477-5


D.2 Suitability test

METHOD 2 – CYCLIC ANCHOR TEST SUITABIL ITY TEST






Section At (cm2) :

Modulus Et (MPa) :





β

Le

Ltf

Ltb

P

TEST MEASUREMENTCYCLE NUMBER 0 1 2 3 Final

Lock off load (kN)



kl (kN) t = 5000 minutes - - - -

% P P 10 100 100 100 73


Observations : Permanent anchorage

0

10

20

30

40

50

60

70

80

90

100

0 ime [min]

Load [% of PP] 5000 min or 15000 min 15 min

100 200

0

1

2

3

4

5

6

7

8

9

10

1 10 100 1000 10000


Time (min)

Pp

0

1

2

3

4

5

6

7

8

9

10

0 1 2 3 4 5 6 7 8 9 10

s (mm)

Period Number


Allowable

Pp

0

0,25

0,5

0,75

1

1,25

1,5

1,75

2

2,25

2,5

0 20 40 60 80 100Load (% PP)P

a

kl (Pp) for a 2 time periods

Cumulative loss of load kl (%) for a 2 time periods

TEST RESULTS


Figure D.2 — Cyclic tension test (Method 2) – Example of suitability test report



ISO/DIS 22477-5


D.3 Acceptance test

METHOD 2 – CYCLIC ANCHOR TEST ACCEPTANCE TEST






Section At (cm2) :

Modulus Et (MPa) :



Tool diameter A (cm

2

) :


β

Le

Ltf

Ltb

P

TEST MEASUREMENT

CYCLE NUMBER 0 1 2 - - - -

Lock off load (kN) - - - -

kl (kN) t = 5 minutes - - - - -

kl (kN) t = 15 minutes - - - - -

kl (kN) t = 50 minutes - - - - - - -

% P P 10 100 100 - - - -


Observations : Permanent anchorage

0

10

20

30

40

50

60

70

80

90

100

0 Time [min]

Load [% of P P] 5000 min or 15000 min 15 min

100 200

0

1

2

3

4

5

1 10 100


Time (min)

Pp

0

0,5

1

1,5

2

2,5

3

3,5

4

0 1 2 3 4

s (mm)

Period Number

Cumulative loss of load kl (%) at Pp

Allowable

kl (Pp) for a 3 time periods

TEST RESULTS


Figure D.3 — Cyclic tension test (Method 2) – Example of acceptance test report



ISO/DIS 22477-5


Annex E(normative)

Test procedure: Method 3

E.1 Investigation test procedure

E.1.1 General

(1) An Investigation test according to method 3 is a test in which an axial load is applied by step to a groundanchor up to a proof load Pp, which is designed to reach failure of the interaction soil-anchor. Each load ismaintained constant during a specified period of time. The test involves measurement of tendon headdisplacement versus applied load and, for each load step, measurement of tendon head displacement versustime.

E.1.2 Test anchors


E.1.2.1 Test location

(1) Soil-conditions at the test location shall be representative for the soil conditions of working anchors.


E.1.2.2 Execution




NOTE 1 Records should be made of relevant aspects of the installation including: installation procedure, soil andhydro-geological conditions and if applicable, results of the tests and checks carried out on the anchor material and anydifficulties encountered during execution.



(6) Test anchors with a shorter bond length as working anchors may be considered, provided that this lengthis not less than 5 m

NOTE 2 Normally, for investigation tests the bond length must be the same as for the working anchors. Theextrapolation of investigation results to the working anchors should be limited to 2 meters.

(7) Test anchors and any extension pieces required for testing shall be designed to satisfy the conditions on

the load being lower than the yield load of the material (EN1992, EN1993 or standards for other materials,where relevant).



ISO/DIS 22477-5


E.1.3 Time period between installation and testing



E.1.4 Test execution

E.1.4.1 Test preparation






E.1.4.2 Maximum test load

(1) The maximum test load Pp shall be defined prior to the test.

E.1.4.3 Datum Load

(1) A datum load Pa shall be applied to minimise movement of the anchor test set-up on initial loading. Usually,this datum load is taken equal to the minimum load between 50 kN and 10% of P p.

E.1.4.4 Loading procedure

(1) The loading procedure shown in Figure E.1 and Table E.1 should be followed for conducting Investigationtests.


(3) A loading stage lasts normally for 60 min. It may be stopped after 30 minutes if the value of α3 is less than1 mm.

NOTE Guidance on the determination of α is given in the informative Annex G.1.

(4) A loading stage shall be stopped when the value of α reaches 5 mm.

(5) The final unloading will be done step by step with 0,2Pp decrements. At each step, the load will bemaintained constant for the time necessary to make all readings.

(6) It is useful to know the total friction on the anchor to determine the effective load at the top of the bondlength. This can be achieved by adding one cycle, starting at 70% Pp down to 10% of Pp and back to 70% Pp with unloading and reloading steps of 10% of Pp.



ISO/DIS 22477-5


0

10

20

30

40

50

60

70

80

90

100

0 50 100 150 200 250 300 350 400 450 500

Load (% PP)

Time (min)

60 min

60 min

60 min

60 min

60 min

60 min

60 min

60 min

2 min

2 min

2 min

5 min

Figure E.1 — Loading procedure – Investigation test method 3

Table E.1 — Loading procedure – Investigation test method 3

Datum Step 1 Step 2 Step 3 Step 4 Step 5 Step 6 Step 7 Step 8 Step number load 10 25 40 50 60 70 80 90 100 % PP 0 60 60 60 60 60 60 60 60 Period of

observation (minutes)

Example given for 8 steps

Load increments % PP

(30) (30) (30) (30) (30) (30) (30) (30)

E.1.4.5 Measurement and checks


(2) The following measurement procedure shall be followed for performing Investigation tests:


b) at each step, the time origin is taken immediately when the expected load is reached;

c) during the stressing stage, at each load step, if necessary, the load and the anchor head-displacementshall at least be recorded at the successive monitoring times (in minutes) as indicated below:

0→1→2→3→4→5→7→10→15→20→30→45→60

NOTE Where relevant, the control of the load and of the anchor head-displacement should be performed with aperiodicity less than the successive monitoring times indicated above.



ISO/DIS 22477-5


d) during the de-stressing stage, the load and the anchor head-displacement shall be recorded at least atthe end of each step and five minutes after the total de-stressing.

e) where relevant, the displacement of the reaction system shall be recorded at least at the end of each loadstep.

(3) At each load step, the value of α shall be checked.


(5) At each load, the stability of the installation shall be ensured.

E.1.5 Test results


⎯ plot of “anchor head displacement versus anchor load or applied jack pressure” at the beginning and atthe end of each load step;

⎯ plot of “anchor head displacement versus time” for each load step;

⎯ plot of “α3 versus anchor load or bond anchor load” if possible”.

NOTE The bond anchor load can be calculated taking account of the total friction determined by the cycle at 70% of Pp.


⎯ critical creep load Pc

⎯ anchor pull-out resistance Ra.

NOTE Guidance on the determination of Pc and Ra is given in the informative Annex I.

E.2 Suitabili ty test procedure

E.2.1 General

(1) A suitability test according to method 3 is a test in which an axial load is applied by step to a groundanchor up to a proof load Pp to confirm that a particular anchor design will be adequate in particular groundconditions. Each load is maintained constant during a specified period. The test involves measurement of

tendon head displacement versus applied load and, for each load step, measurement of tendon headdisplacement versus time.

NOTE Suitability tests are compulsory for grouted anchors, screw anchors and rock bolts (EN 1997-1). Pp is usuallydetermined to reach at least a load greater than the anchor load at the serviceability design state.

E.2.2 Test anchor


E.2.2.1 Execution




ISO/DIS 22477-5


NOTE Records should be made of relevant aspects of the installation including : installation procedure, soil- andhydro-geological conditions and if applicable, results of the tests and checks carried out on the anchor material and anydifficulties encountered during execution.

(2) Test anchors and any extension pieces required for testing shall be designed to satisfy the conditions on

the load being lower than the yield load of the material (EN1992, EN1993 or standards for other materials,where relevant).











E.2.4.2 Proof load


NOTE If this anchor is a working anchor, the proof load Pp must be at the maximum equal to the minimum critical creep

load Pc obtained on the different investigation test of same type.

E.2.4.3 Datum Load

(1) A datum load Pa shall be applied to minimise movement of the anchor test set-up on initial loading. Usually,this datum load is taken equal to the minimum load between 50 kN and 10% of Pp.


(1) The loading procedure shown in Figure E.2 and Table E.2 should be followed for conducting suitabilitytests.


(3) A loading stage may be stopped at 30 minutes if the value of α3 is less than 1 mm..

NOTE Guidance on the determination of α3 is given in the informative Annex G.1.

(4) A loading stage shall be stopped when the value of α3 reaches 2 mm.



ISO/DIS 22477-5


(5) During the final de-stressing, the load shall be maintained constant at least at 0,75 Pp, 0,50 Pp, 0,25 Pp and0.1 Pp during the time necessary to make all readings at each step.

(6) It is useful to know the total friction on the anchor to determine the effective load at the top of the bondlength. This can be achieved by adding one cycle at 70% of Pp down to 10% of Pp and back to 70% of Fp with

unloading and reloading steps of 15% of Pp. or less.

Figure E.2 — Loading procedure – Suitabil ity test method 3

Table E.2 — Loading procedure – Suitability test method 3

Datum Step 1 Step 2 Step 3 Step 4 Step 5 Step 6 Step number

load

10 25 40 55 70 85 100 % P p

0 60 60 60 60 60 60 Period of observation

(minutes)

1) Example given for 6 steps

Load incr ements % P p1)

(30) (30) (30) (30) (30) (30)



(2) The following measurement procedure shall be followed for performing Suitability tests:




ISO/DIS 22477-5


b) at each step, the time origin is taken immediately when the expected load is reached;

c) during the stressing stage, at each load step, if necessary, the load and the anchor head-displacementshall at least be recorded at the successive monitoring times (in minutes) as indicated below:

0→1→2→3→4→5→7→10→15→20→30→45→60

NOTE Where relevant, the control of the load and of the anchor head-displacement should be performed with aperiodicity less than the successive monitoring times indicated above.

d) during the de-stressing stage, the load and the anchor head-displacement shall be recorded at least atthe end of each step and five minutes after the total de-stressing.


(3) At each load step, the value of α shall be checked.



E.2.5 Test resul ts


⎯ plot of “anchor head displacement versus anchor load or applied jack pressure” at the beginning and atthe end of each load step;

⎯ plot of “anchor head displacement versus time” for each load step;

⎯ plot of “α versus anchor load or bond anchor load, when possible”.

NOTE 1 The bond anchor load can be calculated taking account of the total friction determined by the cycle at 70% of Pp.


⎯ α3 value at the proof load.

NOTE 2 If reached during this test, the critical creep load and pull out anchor resistances shall be determined (Guidance

on the determination of Pc and Ra is given in informative Annex I).

E.3 Acceptance test procedure

E.3.1 General

(1) An acceptance test according to method 3 is a test in which an axial load is applied by step to a groundanchor up to a proof load Pp to confirm that a particular anchor meets the design requirements. Each load ismaintained constant only during the necessary time to perform the measurement (extraction of the tendonhead, load). At the proof load the measurement of the extraction of the tendon head versus time during aspecified time is recorded.

NOTE Acceptance tests are compulsory for all grouted anchors.



ISO/DIS 22477-5












E.3.3.2 Proof load


NOTE The proof load Pp must be at the maximum equal to the minimum critical creep load Pc obtained from thedifferent investigation tests of same type.

E.3.3.3 Datum Load

(1) A datum load Pa shall be applied to minimise movement of the anchor test set-up on initial loading.Usually, this datum load is taken equal to the minimum load between 50 kN and 10% of P p.


(1) The loading procedure shown in Figure E.3 and Tables E.3 and E4 should be followed for conductingacceptance tests.


(3) At proof load, the value of α3 shall be checked.

(4) For pre-stressed anchors, a complete or partial cycle may be performed to determine the no-frictioncurve to be able to calculate the apparent tendon free length more accurately (see also E.3.3.5) and alsothe existing load at lock off at the top of the bond length.



ISO/DIS 22477-5


1

2

Time (min)

L o a d

( % P p

)

Key

1 Loading with partial or complete cycle

2 Loading without cycle.

Figure E.3 — Loading procedure – Acceptance test method 3

Table E.3 — Loading procedure without cycle – Acceptance test method 3

Datum Step 1 Step 2 Step 3 Step 4 Step 5 Step number

load

10 30 50 70 90 100 % Pp

Period of

observation

(minutes)1)

Example given for 5 steps

Load increments % P p1)

Time necessary to perform measurement 15-

Table E.4 — Loading procedure with cycle – Acceptance test method 3

Load step Datumload

Step1

Step2

Step3

Step4

Step5

StepC6

StepC7

StepC8

StepC9

StepC10

StepC11

Lockoff

Load (%Pp) 10 30 50 70 90 100 90 80 70 80 90 100

Observationperiod (min)

Time necessary to performmeasurements

15Time necessary to perform

measurements

Same example as in Table E.3

(5) Lock–off procedure



ISO/DIS 22477-5


At the end of the stressing procedure or after the cycle, the lock-off operation must be done. Differentprocedures are be applied, depending on whether a cycle was performed or not:

a) Lock-off after acceptance test without cycle:From Pp, unloading with an adapted procedure for lock off with at least 5 points to built correctly the final de-stressing destressing and lock off curve.

b) Lock-off after acceptance test with cycle: At the end of the cycle, if de-stressing is needed to install the wedges, this de-stressing should be done. thenyou put the wedges, and you reload up to the pressure for lock off with at a minimum of 6 points and then dothe lock off with at least 5 points. (an example is given an annexe), At the end of the cycle, if you don’t need a de-stressing to put the wedges, you apply the same program thanfor the lock off without cycle (a).



(2) The following measurement procedure shall be followed for performing Acceptance tests:

a) after application of the datum load Pa , the initial displacement so shall be recorded;

b) at each loadstep, the time origin is taken immediately when the expected load is reached.

c) during the stressing stage, at each load step, the load (or jack pressure) and the anchor head-displacement shall be recorded. At proof load, the successive monitoring times (in minutes) as indicatedbelow:

0 1→2→3→4→5→7→10→15

NOTE Where relevant (α3 larger than a given limit value), the load and of the anchor head-displacement should bemeasured during a longer period than indicated above, for example during 1h with measurement at 25, 30, 45, and 60 min,

in order to check again the α3 value at the end of the observation time.

d) during the de-stressing stage, the load (or the pressure) and the anchor head-displacement shall berecorded at each step down to the datum load before the total de-stressing.


(3) At proof load, the value of α shall be checked.



E.3.4 Test results


⎯ plot of “anchor head displacement versus pressure or anchor load”;

⎯ plot of “anchor head displacement versus time” at the proof load.




ISO/DIS 22477-5



⎯ α3 value at proof load.

(3) The apparent tendon free length should be calculated.

NOTE The apparent tendon free length Lapp is the theoretical free length of the tendon up to the connection of thetendon to the stressing jack deduced from the test. The determination of Lapp is presented in Annex J.



ISO/DIS 22477-5


Annex F(informative)




ISO/DIS 22477-5


F.1 Investigation test

METHOD 3 – MAINTAINED ANCHOR TEST INVESTIGATION TEST






Section At (cm2) :

Modulus Et (MPa) :



Tool diameter A (cm

2

) :

Location reference : xxxxx Date of installation : xx/xx/xxxx

β

Le

Ltf

Ltb

P

Loading stage De-stressing (t = 2 min)

STEP NUMBER 0 1 2 3 4 5 6 7 8 9 10 11 12

LOAD (kN)

s (mm) t = 30 minutes -

s (mm) t = 45 minutes - - - - -

s (mm) t = 60 minutes - -

α (mm) - - - - -

% PP 10 25 40 50 60 70 80 90 100 75 50 25 10


Observations :

0

10

20

30

40

50

60

70

80

90

100

0 50 100 150 200 250 300 350 400 450 500

Load [% PP]

Time [min]

60 min

60 min

60 min

60 min

60 min

60 min

60 min

60 min

2 min

2 min

2 min

5 min

0

25

50

75

100

125

150

1 10 100

s (mm)

Time (min)

0

25

50

75

100

125

150

0 20 40 60 80 100

s (mm)

Load (% PP)Pa

0

0,5

1

1,5

2

2,5

3

3,5

4

4,5

5

5,5

6

0 20 40 60 80 100

α (mm)

Load (% PP)P

aP

c

Pu

TEST RESULTS

Anchor critical resistance : Rc (kN) = O,9 Pc Anchor pull out resistance : Ra (kN) = Pu =

Figure F.1 — Maintained tension test (Method 3) – Example of investigation test report



ISO/DIS 22477-5


F.2 Suitabil ity test

METHOD 3 – MAINTAINED ANCHOR TEST SUITABILITY TEST






Section At (cm2) :

Modulus Et (MPa) :



Tool diameter A (cm

2

) :


β

Le

Ltf

Ltb

P

Loading stage De-stressing (t = 2 min)

STEP NUMBER 0 1 2 3 4 5 6 7 8 9 10

LOAD (kN)


s (mm) t = 45 minutes - - - - -


α (mm) - - - - -

% P P 10 25 40 55 70 85 100 75 50 25 10


Observations :

0

10

20

30

40

50

60

70

80

90

100

0 50 100 150 200 250 300 350 400 450 500

Load [% PP]

Time [min]

60 min

60 min

60 min

60 min

60 min

60 min

2 min

2 min

2 min

5 min

0

25

50

75

100

125

150

1 10 100

s (mm)

Time (min)

0

25

50

75

100

125

150

0 20 40 60 80 100

s (mm)

Load (% PP)Pa

s PP

0

0,5

1

1,5

2

2,5

3

3,5

4

0 20 40 60 80 100

α (mm)

Load (% PP)P

a

α PP

PP

TEST RESULTS

Anchor head displacement at Pp : spp (mm) = α value at Pp : αpp (mm) =

Figure F.2 — Maintained tension test (Method 3) – Example of suitability test report



ISO/DIS 22477-5


F.3 Acceptance test

METHOD 3 – MAINTAINED ANCHOR TEST ACCEPTANCE TEST






Section At (cm2) :

Modulus Et (MPa) :





β

Le

Ltf

Ltb

P

Loading stage De-stressingSTEP NUMBER 0 1 2 3 4 5 6 7 8 9

LOAD (kN)


s (mm) t = 5 minutes - - - - -


α (mm) - - - - -

% P p 10 30 50 70 90 100 90 80 70 10


Observations :

0

10

20

30

40

50

60

70

80

90

100

0 10 20 30 40 50 60 70 80 90 100

Load [% PP]

Time [min]

15 min

0

25

50

75

100

125

150

1 10 100

s (mm)

Time (min)

0

20

40

60

80

100

0 50 100 150

Load [% PP]

s [mm]

Dt = 15 min

∆Pf

∆s

∆P

TEST RESULTS

Anchor head displacement at Pp : sp (mm) = α value at Pp : αp (mm) =

Figure F.3 — Maintained tension test (Method 3) – Example of acceptance test report



ISO/DIS 22477-5


Annex G(informative)

Guidance on allowable α1 (Method 1) and test

interpretation

G.1 Determination of α

Figure G.1 — Time displacement plot for calculation the creep ratio 1

Determination of α1

The creep is defined as the creep ratio α 1 at constant anchor load (Figure G.1), derived from the linearend of the curve time vs. displacement:

α 1 = (sb – sa) / lg (t b /t a)

with

sa displacement of the anchor head at the time t c

sb displacement of the anchor head at the time tb

t a start of the respective time interval

t b end of the respective time interval



ISO/DIS 22477-5


G.2 Suitability test

Evidence is required that displacements or creep ratios are not in excess of those indicated in table G.1.

Table G.1 — Suitability tests: observation times on allowable displacements orcreep ratios at proof load Pp

Temporary anchor Permanent anchor

non cohesivesoil and rock

cohesive soilnon cohesivesoil and rock

cohesive soil

1 Proof load Pp Pp Pp Pp

2

Test with minimumobservation timemeeting the

requirement:

t a [min]

t b [min]

Displacements:

∆s = sb – sa [mm]

10

30

≤ 0,5

20

60

≤ 0,5

20

60

≤ 0,5

60

180

≤ 0,5

3

Test with extendedobservation time:

t b [min]

creep ratio α 1 [mm]

≥ 30

2,0

≥ 60

2,0

≥ 120

2,0

≥ 720

2,0

* α 1 derived from the linear end of the curve time vs. displacement, Fig. G.1

If the criterion α 1 = 2,0 mm is exceeded before reaching the proof load Pp during the suitability test of anchor,the permissible anchor load for all anchors covered by the test shall be determined on the basis of the lowestvalue of the test. Otherwise, additional suitability tests shall be carried out (e.g. on anchors with improvedconstruction procedure).

G.3 Acceptance test

Evidence is required that displacements and creep ratios are not in excess of the values indicated in TableG.2.



ISO/DIS 22477-5


Table G.2 — Observation times and permissible displacements and creep ratios at the proof load Pp ofacceptance tests

Non-cohesivesoil and rock

Cohesive soil

Proof load acc. to EN 1997-1 Pp Pp

Observation time:

t a [min]

t b [min]

Displacement

∆s = sb – sa [mm]

2

5

≤ 0,2

5

15

≤ 0,25

Extended observation time:

t b [min]creep ratio α 1 [mm] *

> 5≤ 2,0

> 15≤ 2,0

* α 1 derived from the linear end of the curve time vs. displacement



ISO/DIS 22477-5


Annex H(informative)

Guidance on allowable ki and on test interpretation: Method 2

H.1 Permissib le cumulative loss of load kl

(1) The cumulative loss of load kl over the different times of observation should not exceed the values given intable H.1.

Table H.1 — Permissible cumulative loss of load k l

Time of observation in minutes Time period Permissible cumulative loss of load k l number (% Appl ied Load)

5 1 1

15 2 2

50 3 3

150 4 4

500 5 5

1500 (approx 1 day) 6 6

5000 (approx 3 days) 7 7

15000 (approx 10 days) 8 8

H.1.1 Investigation test

(1) If the cumulative loss of load, at the lock-off load level, after 7 time periods (3 days) does not exceed theallowable and the load-loss per time interval is not increasing then the test may terminate and the load cyclingof the anchor be continued to Pp or to failure. Should the allowable loss of load be exceeded and/or the loadloss per time interval be increasing the observation period may be extended to the eighth period or longer untilstability is achieved. If stability is not achieved the applied load is too high for a serviceability condition but thetest should be continued to determine the failure load.

H.1.2 Suitability test

(1) The cumulative loss of load kl, at the proposed lock-off load, after 7 time periods (3 days) should notexceed the allowable values given in table H.1.

H.1.3 Acceptance test

(1) The maximum cumulative loss of load kl, at the lock-off load level Po should not exceed:

⎯ 3%Po in 50 min (3 time periods); or

⎯ 6%Po in 24 hr (6 time periods).

H.2 Determination of the anchor cri tical resistance Rc

(1) The anchor critical resistance Rc may be calculated as follows:



ISO/DIS 22477-5


Rc = 0,9. Pc

Where:

Pc is the critical creep load determined as indicated in Figure H.1;

NOTE The anchor critical resistance Rc is the load corresponding to the end of the first pseudo linear part of the plotgiving the cumulative loss of load for a 2 time periods versus anchor load. As it is often difficult to determine Rc accurately,an easier method consists of determining the anchor load Pc which separates the field with low values of kl (typically less

than 1 %) from the field with high values of kl, and to determine Rc from Pc.as indicated above.

0

0,5

1

1,5

2

2,5

3

3,5

4

4,5

5

5,5

6

0 20 40 60 80 100

kl (% Pp) for a 2 time periods

Load (% PP)P

a Pc

Figure H.1 — Determination of the anchor critical resistance – Investigation test

H.3 Determination of the anchor pull out resistance Ra

(1) The anchor pull out resistance Ra may be calculated as follows:

Ra = Pu

where:

Pu is the ultimate load determined as indicated in Figure H.2.

NOTE The anchor pull out resistance Pu is the load corresponding to the vertical asymptote of the plot giving the

cumulative loss of load kl for a 2 time periods versus anchor load (see Figure H.2a). If the asymptote cannot be easilydetermined, it may be considered that Pu (see Figure H.2b) is the load corresponding to a kl value equal to 5 % for a 2time periods of observation.



ISO/DIS 22477-5


0

0,5

1

1,5

2

2,5

3

3,5

4

4,5

5

5,5

6

0 20 40 60 80 100 120 140


Load (% PP)Pa

Pu

Figure H.2.a

0

0,5

1

1,5

2

2,5

3

3,5

4

4,5

5

5,5

6

0 20 40 60 80 100


Load (% PP)Pa

Pu

Figure H.2.b

Figure H.2 — Determination of the anchor pull out resistance – Investigation test

NOTE For pre-stressed anchors, it may be considered that Pu is the load corresponding to an anchor head

displacement calculated as ∆l = ∆le + 0,01 m.

with t t

et d t e

E A

LLR l

.

).(; +=∆

∆le : = theoretical extension of the length of the tendon under Rt;d.

Rt;d = design value of structural resistance of the tendon or the extension piece calculated

Lt, Le = length of the tendon, length of extension piece

At = area of the tendon or extension piece, whichever is the smaller

Et = Young’s modulus of the tendon or the extension piece, whichever is the smaller



ISO/DIS 22477-5


Annex I(informative)

Guidance on allowable α3 and test interpretation: Method 3

I.1 Determination of α3

(1) The displacement under constant load should be determined over the last two time intervals of theobservation periods (see Figure G.1) as follows:

α = (s2-s1) / lg (t2/t1)

where:

s1 is the head displacement at time t1 ;

s2 is the head displacement at time t2 ;

t1 is the time after application of load increment.

T2 is the time at the end of the observed period under constant load.

s

lg t

1 10 1005 4520 t (min)

α = (s2 – s1) / lg (t2/t1)

αi + 1

αi

Figure I.1 — Determination of the slope of the stabilization curve at constant load

I.1.1 Allowable value of α3 for suitability tests

(1) At each load step, the displacement due to creep should be measured over the last two time intervals ofthe observation period (see E.2.4.5).



ISO/DIS 22477-5


(2) Where no Investigation tests have been performed, the maximum creep displacement (α3) should notexceed :

⎯ 0,8 mm at proof load level;

(3) Where Investigation tests have been performed, the maximum creep displacement (α3) at the proof loadlevel should not exceed:

⎯ 1,2 mm for a temporary anchor;

⎯ 1,0 mm for a permanent anchor.

I.1.2 Allowable value of α3 for acceptance tests

(1) At each load step, the displacement due to creep should be measured over the two last time intervals ofthe observation period (see E.3.3.5).

(2) Where no Investigation tests have been performed, the maximum creep displacement ( α3) at the proofload level should not exceed:

⎯ 1,2 mm for permanent or temporary anchors;

(3) Where Investigation tests have been performed, the maximum creep displacement (α3) at the proof loadlevel should not exceed:

⎯ 1,8 mm for a temporary anchor;

⎯ 1,5 mm for a permanent anchor.

I.2 Determination of the crit ical creep load Pc

The anchor critical creep load Pc is the load corresponding to the end of the first pseudo linear part of the “ α3 versus anchor load” plot. As it is sometimes difficult to determine Pc accurately, an alternative method consistsin determining the value of the anchor load P’c which is the intersection of the first pseudo linear segment and

a second line built with the last points of the “α3 versus anchor load” curve.

In this case, the critical creep load Pc may be calculated as follows:

Pc = 0,9 P’c

where:

P’c is the critical creep load determined as indicated in Figure I.2;



ISO/DIS 22477-5


Figure I.2 — Determination of the anchor critical resistance – Investigation test

I.3 Determination of anchor pull out resistance Ra

(1) The anchor pull out resistance Ra may be calculated as follows:

Ra = Pu

Where:

Pu is the ultimate load determined as indicated in Figure I.3.

NOTE The anchor pull out resistance Pu is the load corresponding to the vertical asymptote of the “α3 versus anchorload” plot. If the asymptote cannot be easily determined, it may be considered that P u for method 3 is the load

corresponding to a α3 value equal to 5 mm (see Figure I.3).

0

1

2

2,5

3

0 20 40 60 80 100

α3 (mm)

Load (% PP

) Pa

P’cPc

1,5

0,5



ISO/DIS 22477-5


Figure I.3 — Determination of the anchor pull out resistance – Investigation test – Method 3

0

0, 5

1

1, 5

2

2, 5

3

3, 5

4

4, 5

5

5, 5

6

0 20 40 60 80 100

α3 (mm)

Load (%Pp)

Pa

Pu



ISO/DIS 22477-5


Annex J(informative)

Evaluation of the apparent tendon free length

J.1 General

The apparent tendon free length Lapp is the theoretical free length of the tendon up to the connection of thetendon to the stressing jack deduced from the test. It is calculated from the measurement of the tendon

extension ∆s from the point of fixing the tendon to the jack or from a reference point coupled to the tendon.This measurement defines the location of a fictitious fixed anchor, which is compared to the end of the tendonfree length and the start of the tendon bond length.

Usually Lapp is calculated with the following formula:

f ap

ttapp

PPP

sE AL

∆−−

∆=

..

where

Lapp is the apparent tendon free length;

At is the cross-section of tendon;

E t is the elastic modulus of the anchor tendon;

∆s is the elastic extension of the tendon;

P p is the proof load;

P a is the datum load;

∆P f is the friction resistance, to be estimated as indicated in Figure J.1.

NOTE When the friction resistance is negligible or has not been determined, a value of ∆P f = 0 shall be taken for the

calculation of Lapp. This will give an overestimated value of Lapp.

J.2 Determination of friction resistance

Where there is significant friction in the free length, the method shown in Figure J.1 may be used. The

hysteresis loop between a loading and an unloading curve is used to estimate the friction resistance ∆Pf on

the magnitude of apparent elastic stiffness of the free length (∆P/∆s).

If the friction resistance exceeds 0,05 Pp it should be taken into account when determining the minimum proofload or lock-off load. If necessary the proof load may be reduced.



ISO/DIS 22477-5

% P p

30

50

70

90

10

∆t = 15 minutes

displacement

P p

Pa

∆P

∆s

∆Pf friction

Key

1 Anchor load (P) 4 Friction

2 Friction 5 Displacement (s)

3 Slope of load vs. displacement curve ∆P/∆s

Figure J.1 — Estimate of elastic st iffness where there is significant f riction

J.3 Tolerances

The value of Lapp will be compared to the tolerances defined in EN 1537, which are as follows:

Limits within which Lapp shall fall are:

⎯ upper limit Lapp ≤ Ltf + Le + 0,5 Ltb for bond anchors

Lapp ≤ 1,10 Ltf + Le , for compression type anchors ;

⎯ lower limit Lapp ≥ Ltf + Le for bond anchors

Lapp ≥ 0,80 Ltf + Le. for compression type anchors

Where the apparent tendon free length lies outside the limits, the anchor may be subjected to repeated loadcycles to P p. If the anchor demonstrates repeatability of load/extension behaviour the anchor may be accepted

by the designer.

en iso 22477-5 testing of anchorages dpc

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