Testing of Concrete in Structures: Fourth Edition

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Planning and interpretation of in-situ testing 9Establish aims andinformation requiredDocumentation surveySTAGE 1PlanningPreliminary site visit(access and safety)Agree interpretationcriteriaSTAGE 2NondestructivetestingSTAGE 3FurthertestingSystematic visual inspection,initial test selection & costingsComparative surveyCalibrated assessmentLocalised investigation(cores, break-out, etc.)Load testingAnalysis, interpretation and reportingConclusionsActionsDocumentationof resultsFigure 1.1 Typical stages of test programme.or structural movements may cause distortion of door frames, cracking ofwindows, or cracking of a structure or its finishes. Visual comparison ofsimilar members is particularly valuable as a preliminary to testing to determinethe extent of the problem in such cases.Material deterioration is often indicated by surface cracking and spallingof the concrete, and examination of crack patterns may provide a preliminaryindication of the cause. Considerable caution must however be
10 Planning and interpretation of in-situ testing(a)(b)(c)(d)Figure 1.2 Some typical crack types: (a) reinforcement corrosion; (b) plastic shrinkage;(c) sulfate attack; (d) alkali/aggregate reaction.exercised when attempting to judge the cause of damage by visual appearancealone. Both in-situ and laboratory testing are likely to be needed toconfirm the cause of damage. The most common causes are reinforcementcorrosion due to inadequate cover or high chloride concentrations, and concretedisruption due to sulfate attack, frost action or alkali–aggregate reactions.As shown in Figure 1.2, reinforcement corrosion is usually indicatedby splitting and spalling along the line of bars possibly with rust staining,whereas sulfate attack may produce a random pattern accompanied by awhite deposit leached on the surface. Alkali–aggregate reaction is sometimes(but not necessarily) characterized by a star-shaped crack pattern, andfrost attack may give patchy surface spalling and scabbing. Some furtherexamples with illustrative photographs are given by the Concrete BridgeDevelopment Group (19). Because of similarities it will often be impossibleto determine causes by visual inspection alone, but the most appropriateidentification tests can be selected on this basis. Careful field documentationis important (28) and Pollock, Kay and Fookes (29) suggest that systematic‘crack mapping’ is a valuable diagnostic exercise when determining the
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Page 7 and 8: viContents2.3 Theory, calibration a
Page 9: viiiContents7.5 Tests for freeze-th
Page 12 and 13: Prefacexiwish to study particular m
Page 14 and 15: Chapter 1Planning and interpretatio
Page 16 and 17: Planning and interpretation of in-s
Page 36 and 37: 1.6 InterpretationPlanning and inte
Page 50 and 51: Surface hardness methods 37Figure 2
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Page 58 and 59: 2.3.2 CalibrationSurface hardness m
Page 62 and 63: Surface hardness methods 49(i) Conc
Page 64 and 65: Chapter 3Ultrasonic pulse velocitym
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Ultrasonic pulse velocity methods 5
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3.5 Reliability and limitationsUltr
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Partially destructive strength test
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4.1.1.4 Reliability, limitations an
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Cores 121discussed in Chapter 1, re
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Figure 5.1 Core cutting drill.
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Cores 125of the location and size o
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Cores 127Figure 5.3 Point load test
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Cores 129Figure 5.4 Excess voidage
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Cores 131where r = bar diameter c
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Cores 133The strength differences b
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Cores 135from flexurally cracked te
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Cores 1371.0Ratio of measured core
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Cores 1393 applied to the 95% confi
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6.1 In-situ load testingLoad testin
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Load testing and monitoring 143It w
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Load testing and monitoring 145Figu
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Figure 6.5 Test load on roof slab u
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Load testing and monitoring 149to e
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Load testing and monitoring 157Long
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Load testing and monitoring 159Deve
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Load testing and monitoring 161is t
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Load testing and monitoring 163Ligh
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Load testing and monitoring 165Tabl
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Load testing and monitoring 167gaug
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Load testing and monitoring 169(iii
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Load testing and monitoring 171pref
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Load testing and monitoring 173stra
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Load testing and monitoring 17528Me
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Durability tests 177DC electric cur
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Durability tests 179the rate of cor
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Durability tests 181Figure 7.5 Prof
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Durability tests 183in detail to gi
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Durability tests 185cement concrete
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Durability tests 187Figure 7.11 Typ
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Durability tests 189Figure 7.15 Whe
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Durability tests 191concrete. Engin
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Figure 7.18 Four-probe resistivity
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Durability tests 195Although the pr
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Durability tests 197(v) Evaluating
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Area %10090807060504030201000Decrea
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Durability tests 201Some studies ha
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Durability tests 203It is well esta
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Durability tests 205in which the wa
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Durability tests 207Adsorbed layerL
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Durability tests 209applied head an
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Durability tests 211reading should
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Durability tests 213Figure 7.30 Mod
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Durability tests 215A water permeab
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Durability tests 217types, strength
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Durability tests 219at 105 ± 5 C
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Durability tests 221although ultras
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Chapter 8Performance and integrity
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Performance and integrity tests 225
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Figure 8.22 ‘Coma’ mini maturit
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Chapter 9Chemical testing and allie
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Chemical testing and allied techniq
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Table 9.1 Comparison of chloride an
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Appendix ATypical cases of test pla
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Appendix A 297UPV: mean velocity =
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Adopt estimated in-situ standard de
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Appendix A 301without cores, it may
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Appendix A 303(iii) ProposalsVisual
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Appendix BExamples of pulse velocit
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Appendix B 307Figure B3thusestimate
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Appendix CExample of evaluation of
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Appendix C 311Table C1No. of cores
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References 31317 Carino, N.J. Nonde
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References 31558 BS EN 12504-2 Test
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References 31796 Nasser, K.W. and A
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References 319134 Stoll, U.W. Compr
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References 321175 Basheer, P.A.M.,
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References 323209 Andrade, C. and M
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References 325244 Kreijger, P.C. Th
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References 327282 Bungey, J.H., Sha
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References 329322 Tawhed, W. and Ga
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References 331358 Jenkins, D.R. and
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References 333399 Polivka, M., Kell
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Index 335chemicalanalysis 6, 34, 12
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Index 337optical fibres 162-3, 170o
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Index 339water content 261, 263, 26
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Testing of Concrete in Structures: Fourth Edition

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